20091020 Ver 1_Report_20090924

0 1 0 2 0
IAT
Wolverton & Associates
? L5V15r? V
SEP 2 4 2009
DENR - WATER a1MLITY
WETLANDS AND STORMWATElI BRANCH
HYDROLOGY REPORT
For
GRANDVIEW STATION WITH
WAL-MART SUPERCENTER #1694-05
MARION, McDOWELL COUNTY,
NORTH CAROLINA
I
September 16, 2009
W&A Project No. 07-230
EAL
= 03473f
v •• f I'b ??? WOLVERTON & ASSOCIATES, INC.
?'?.t??HC2?NE?P •-l??`?` 6745 SUGARLOAF PARKWAY
SUITE 100
DULUTH, GA 30097
[phone] PHONE
[phone] FAX
www.wolverton-assoc.com

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TABLE OF CONTENTS
I Introduction
H Pre-Developed Site Conditions
III Post-Developed Site Conditions
IV Stormwater Ponds
V Operation and Maintenance Requirements
VI Summary
VII Conclusion
Appendices
Appendix A: Basin Runoff Characteristics and Time of Concentration
Appendix B: Hydraflow Hydrographs 2007 Computer Output
Appendix C: Drainage Area Maps
Appendix D: Outlet Control Structure Details
Appendix E: Calculations for Water Quality
Appendix F: Rainfall Data
Appendix G: Soils Map

1 I. Introduction
Marion Retail Development, LLC proposes to build a commercial development within the jurisdictional
boundaries of McDowell County, North Carolina. The project is located in the northeast quadrant of the
intersection of Sugar Hill Road and Interstate 40. It consists of a 147,806 SF Walmart Supercenter, 40,600
SF of Retail Shops, and three outlots. The property is bordered on the north by Mill Road Right-of-Way,
on the west by Sugar Hill Road Right-of-Way, on the south by Interstate 40 Right-of-Way, and on the east
by residential properties.
This 56.63 acre development will consist of buildings, parking, driveways, associated utilities, and one
above-ground stormwater management pond. The pond is designed as a wet detention basin in accordance
with NCDWQ Stormwater BMP Manual, dated July 2007, and will provide stormwater management for
50.54 acres of the development. The remaining 6.09 acres of the development are to remain undisturbed
and will not be adversely impacted by this development. If the remaining area is developed at a later time,
this hydrological study will be amended at that time. The pond routings and water quality calculations
assume the outlots will be developed as commercial property. Additionally, for purposes of this report it is
assumed the outlots will be developed with 100% impervious cover. Thus, no additional stormwater
management devices will be required when the outlots are developed. In addition to the onsite area, there
are approximately 6.59 acres of offsite property that drains onto the subject site. For the purposes of this
study, drainage from the offsite area is treated as pass through volume only; thus, no stormwater
management is being provided for the offsite area.
NCDWQ design guidelines require that wet detention ponds be sized to provide temporary pools having
the capacity to capture the first 1-inch of stormwater and release it over 2 to 5 days for the Marion, North
Carolina area. This temporary pool is in addition to the permanent wet pools that are designed based on a
ratio of the pond surface area to the drainage basin area. McDowell County does not have any additional
stormwater requirements. For purposes of this analysis, this Study examines the pre-developed and
post-developed site hydrology for 1-year, 2-year, 5-year, 10-year, 25-year, 50-year, and 100-year 24-hour
rainfall events in addition to the NCDWQ design guidelines. It will show that by using a wet detention
basin, the post development peak discharge rates will not exceed the pre-development peak discharge rates
for all the stated events. The Stormwater Pond will discharge into a class "C" stream which discharges into
North Muddy Creek. Water quality BMP's were incorporated into the design of the Stormwater Ponds in
order to minimize impacts to the receiving waters. Hydraflow Hydrographs 2007 computer program with a
SCS Type II distribution was used for the analysis.
II. Pre-Developed Site Conditions
Currently, the site consists primarily of woodland areas, open meadows, and a trailer home community.
The high point of the site is at elevation 1535 ft AMSL and the low point of the site is at elevation 1350 ft
AMSL. The majority of the site drains from north to south where the flows discharge under Interstate 40
into North Muddy Creek via cross culverts. The remaining area drains from south to north where it
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Hydrology Report
Marion, NC Page 1

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discharges under Mill Road and flows overland into an unnamed tributary of North Muddy Creek. A map
of pre-development conditions can be found in Appendix C.
The following table summarizes the Pre-Developed Drainage Basin Characteristics.
PRE-DEVELOPED BASIN
CHARACTERISTICS

Basin ID
I Are
AA?cj_a
F

CN Tc

(Min.)
1 36.59 59.6 14.8
2 2.35 57.6 7.8
3 16.40 55.3 10.6
4 1.50 55.0 9.5
5 0.29 76.3 5.0
Detailed calculations of the above referenced basins can be found in the basin runoff characteristics within
Appendix A.
The following table summarizes peak discharges for the drainage basins at the corresponding study points.
PRE-DEVELOPED PEAK DISCHARGES (cfs) `
Storm Year Basin 1 Basin 2 Basin 3 Basin 4 Basin 5
1 9.68 0.60 1.87 0.17 0.57
2 22.81 1.59 6.71 0.64 0.83
5 49.00 3.56 17.82 1.70 1.25
10 72.97 5.38 28.61 2.74 1.59
25 109.27 8.15 45.35 4.33 2.07
50 140.63 10.55 60.05 5.74 2.47
100 174.90 13.15 76.11 7.27 2.88
Detailed calculations of the above referenced discharges can be found in the Hydraflow Hydrograph 2007
computer output within Appendix B.
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Marion, NC
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III. Post-Developed Site Conditions
Improvements associated with this project will consist of a 147,806 SF Walmart Supercenter, 40,600 SF of
Retail Shops, and three outlots. Stormwater runoff for the majority of the site will sheet flow into a series
of drainage inlets and be piped into the proposed stormwater management pond. It will then be routed
through the outlet control structure and released at or below pre-developed peak flow rates into the
downstream conveyance system. The remaining areas will bypass the stormwater management facility and
follow existing drainage patterns offsite undetained. Peak discharge rates will be calculated at the
corresponding Study Points as depicted in the pre-developed conditions map. A post-developed conditions
map can be referenced in Appendix C.
The following table summarizes the Post-Developed Drainage Basin Characteristics.
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POST-DEVELOPMENT BASIN
CI4ARACTERISTICS
Basin ID
Area
(Ac.),
C?
1 to Pond 41.93 80.5 5.0
1 Bypass 9.44 59.9 5.0
2 1.74 58.3 S.0
3 2.58 58.7 S.0
4 1.32 55.0 8.7
5 0.12 98.0 5.0
Detailed calculations of the above referenced basins can be found in the basin runoff characteristics within
Appendix A.
Summary of Peak Discharges
The post-development peak discharge rates for the 1-year, 2-year, 5-year, 10-year, 25-year, 50-year, and
100-year 24-hour rainfall events will be calculated by the SCS methodology using Hydraflow Hydrographs
2007 software. These post-development peak discharge rates will be less than or equal to the pre-develop-
ment peak discharge at the given study points. The following tables summarize peak discharges for the
drainage basins at the corresponding study points.

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Hydrology Report
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BASIN 1 TO `POND I ROUTING DATA
--- -- Peak Water -
Storm Peak Discharge Peak Storage Surface Peak Discharge
Year Into Pond in Pond Elevation Out of Pond
(cfs) (cfs) (ft) (cfs)
1 103.11 349,322 1409.27 2.51
2 142.57 396,619 1409.99 3.81
5 205.56 484,243 1411.21 5.59
10 256.57 543,560 1411.99 9.30
25 328.11 609,140 1412.80 24.51
50 386.06 648,552 1413.27 58.89
100 445.99 700,354 1413.87 118.34
BASIN '1 BYPASS
(cfs)
Storm Year Study Point 1
1 4.25
2 9.25
5 18.81
10 27.40
25 40.33
50 51.43
100 63.36
TOTAL ;PEAK FLOW. RATES
AT STUDY POINT 1
Storm
Year Pond I Bypass Sum of
(cfs) (cfs) Peak Flow
cfs

1 ___-.4.' -- -
2.51 25 .-
4.94
2 3.81 9.25 10.50
5 5.59 18.81 21.98
10 9.30 27.40 31.66
25 24.51 40.33 46.28
50 58.89 51.43 71.51
100 118.34 63.36 143.08
* Please note that the total discharge is not necessarily the summation of the peak discharges from each hydrograph. The total
discharge represents the summation of discharges at each time interval.
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Marion, NC
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Hydrology Report
Marion, NC
BASIN 2
(Cf5)_
Storm Year Study Point 1
1 0.59
2 1.44
5 3.10
10 4.63
25 6.93
50 8.93
100 11.08
BASIN 3
(cfs
Storm Year Study Point 1
1 T 0.95
2 2.24
5 4.73
10 7.02
25 10.47
50 13.44
100 16.66
BASIN 4
(cfs)
Storm Year Study Point 1
1__ ?. - 0.15
2 0.56
5 1.50
10 2.41
25 3.81
50 5.05
100 6.40
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BASIN 5
(cfs)
Storm Year Study Point 1
1 0.54
2 0.65
5 0.83
10 0.98
25 1.17
50 1.33
100 1.49
IV. Stormwater Pond
The stormwater management pond will be designed as a wet detention basin in accordance with NCDWQ
requirements. The facility will provide a permanent water quality pool and a temporary pool, which will
discharge the first 1-inch of rainfall over a 48-hour period. Additionally, the facility will restrict
post-development peak flow rates below pre-developed peak flow rates for the 1-year, 2-year, 5-year,
10-year, 25-year, 50-year, and 100-year 24-hour rainfall events. Due to the vegetative cover and existing
grade of the downstream receiving area a traditional level spreader design could not be utilized at the
primary outlet for the stormwater management pond. Instead, a preformed scour hole will be utilized at
the pond outlet to convert the concentrated flows into sheet flows prior to them being released into the
downstream conveyance system. Likewise, the earthen spillway will be fortified with rip-rap boulders
grouted into the face of the pond slope to prevent erosion of the slope face. The wet pool of the detention
basin will be designed utilizing the 90% TSS removal factors (Table 10-3) in lieu of providing vegetative
filter strips downstream of the pond outlet. Lastly, since the project is located in the Catawba River Basin,
there is no specific requirement to remove additional nutrients (i.e. phosphorus, nitrogen, etc.).
Please refer to Appendix E for detailed calculations on the water quality volume and bleed down orifice.
A summary of the outlet control structure for the stormwater pond is provided below:
Basin 1 Pond 1
5" diameter orifice at elevation 1407.00 (1-year event temporary pool)
10" diameter orifice at elevation 1408.50 (detention)
1' rectangular weir beginning at elevation 1411.00 (detention)
20' earthen spillway beginning at elevation 1412.50 (detention)
20' rectangular weir beginning at elevation 1414.00 (emergency overflow)
Top of pond berm at elevation 1415.00
A detail of this outlet control structure can be found in Appendix D.
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Marion, NC
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V. Operation and Maintenance Requirements
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and
perimeter of the basin should be watered twice weekly if needed, until the plants become
established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial fertilization that is
required to establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the sediment load to the
wet detention basin.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain should be minimized to the maximum extent practical.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours
after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal county). Records
of operation and maintenance should be kept in a known set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
I INSPECTION SCHEDULE:

BMP element: Potential problems: How to remediate the problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the Areas of bare soil and/or erosive Regrade the soil if necessary to remove the gully,
wet detention basin gullies have formed. 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 long. Maintain vegetation at a height of approximately
six inches.
The inlet device: The pipe is clogged. Unclog the pipe. Dispose of the sediment off-
pipe or Swale site.
Hydrology Report
Marion, NC
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r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
The pipe is cracked or otherwise Replace the pipe.
damaged.
Erosion is occurring in the swale. Regrade the Swale if necessary to smooth it over
and provide erosion control devices such as
reinforced turf matting or riprap to avoid future
problems with erosion.
The forebay Sediment has accumulated to a Search for the source of the sediment and
depth greater than the original remedy the problem if possible. Remove the
design depth for sediment storage. sediment and 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
pesticide is used, wipe it on the plants rather
than spraying.
The vegetated shelf Best professional practices show Prune according to best professional practices
that pruning is needed to maintain
optimal plant health.
Plants are dead, diseased or dying. Determine the source of the 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.
Weeds are present. Remove the weeds, preferably by hand. If
pesticide is used, wipe it on the plants rather
than spraying.
The main treatment Sediment has accumulated to a Search for the source of the sediment and
area depth greater than the original remedy the problem if possible. Remove the
design sediment storage depth. sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
Algal growth covers over 50% of Consult a professional to remove and control
the area. the algal growth.
Cattails, phragmites or other Remove the plants by wiping them with
invasive plants cover 50% of the pesticide (do not spray).
basin surface.
The embankment Shrubs have started to grow on Remove shrubs immediately.
the embankment.
Evidence of muskrat or beaver Use traps to remove muskrats and consult a
activity is present. professional to remove beavers.
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A tree has started to grow on the Consult a dam safety specialist to remove the
embankment. tree.
An annual inspection by an Make all needed repairs.
appropriate professional shows
that the embankment needs repair.
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 damage Contact the local NC Division of Water Quality
have occurred at the outlet. Regional Office, or the 401 Oversight Unit at
919-733-1786.
VI. Summary
The total post-developed peak flow rate for each of the design storms are less than the pre-developed peak
flow rate at Study Point 1, as summarized in the following tables.
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STUDY POINT 1
PRE-DEVELOPED vs POST-DEVELOPED PEAK FLOW

Storm
Year
- - Pre.-
Development
Peak Flow Rate
cfs Post.'-
Development
Peak Flow Rate
-- -
Net Decrease
(cfs) Percent of
Pre-Developed
Peak Flow Rate
- - °lo
1 9.68 4.94 4.74 51.03
2 22.81 10.50 12.31 46.03
5 49.00 21.98 27.02 44.86
10 72.97 31.66 41.31 43.39
25 109.27 46.28 62.99 42.35
50 140.63 71.51 69.12 50.85
100 174.90 143.08 31.82 81.81
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Marion, NC
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STUDY POINT 2
PRE-DEVELOPED vs.' POST-DEVELOPED PEAK FLOW

Storm
Year Pre-
Development
Peak Flow Rate
(cfs Post-
Development
Peak Flow Rate
(cfs)
Net Decrease
(cfs)
- Percent of
Pre-Developed`
Peak Flow Rate
(%)
1 0.60 0.59 0.01 98.33
2 1.59 1.44 0.15 90.57
5 3.56 3.10 0.46 87.08
10 5.38 4.63 0.75 86.06
25 8.15 6.93 1.22 85.03
50 10.55 8.93 1.62 84.64
100 13.15 11.08 2.07 84.26
STUDY POINT'S -
PRE-DEVELOPED vs. POST-DEVELOPED PEAK FLOW

Storm
Year Pre-
Development
Peak Flow Rate
(cfs) Post-
Development
Peak Flow Rate
(cfs)
Net Decrease
(cfs) Percent of
Pre-Developed
Peak Flow Rate
(%o)
1 1.87 0.95 0.92 50.80
2 6.71 2.24 4.47 33.38
5 17.82 4.73 13.09 26.54
10 28.61 7.02 21.59 24.54
25 45.35 10.47 34.88 23.09
50 60.05 13.44 46.61 22.38
100 76.11 16.66 59.45 21.89
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STUDY POINT 4
PRE-DEVELOPED vs. POST-DEVELOPED PEAK FLOW
Pre- Post- Percent of
Storm Development Development Ne t Decrease Pre-Developed
Year Peak Flow Rate Peak Flow Rate (cfs) Peak Flow Rate
(cfs) cfs _?/--
1 0.17 0.15 0.02 88.24
2 0.64 0.56 0.08 87.50
5 1.70 1.50 0.20 88.24
10 2.74 2.41 0.33 87.96
25 4.33 3.81 0.52 87.99
50 5.74 5.05 0.69 87.98
100 7.27 6.40 0.87 88.03
STUDY POINT 5
PRE-DEVELOPED vs. POST-DEVELO PED PEAK FLOW
- Pre- Post- Percent of
Storm Development Development Ne t Decrease Pre-Developed
Year Peak Flow Rate Peak Flow Rate (cfs) Peak Flow Rate
cfs - - - ? - - -- --- - -. (%)
1 0.57 0.54 0.03 94.74
2 0.83 0.65 0.18 78.31
5 1.25 0.83 0.42 66.40
10 1.59 0.98 0.61 61.64
25 2.07 1.17 0.90 56.52
50 2.47 1.33 1.14 53.85
100 2.88 1.49 1.39 51.74
VII. Conclusion
From the calculations shown it can be noted that the onsite stormwater management pond has the capacity
to detain the required water quality and temporary pool volumes. The pond will also detain the 1-, 2-, 5-,
10-, 25-, 50-, and 100-year storm events such that the peak post-developed release rates are lower than the
peak pre-developed rates for the development. Refer to attached appendixes for detailed information of
calculations provided above.
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Appendix A
Basin Runoff Characteristics
and
Time of Concentration
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Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Pre-Developed Basin 1
Runoff Characteristics
Description Area
(ac Area
(sf) Curve
Number A x CN
Onsfte Woods B Soils 17.46 760556 55.0 960.30
Onsite Grass B Soils 11.38 495713 61.0 694.18
Onsite Gravel 0.41 17860 85.0 34.85
Onsite Pavement/Structures 1.22 53143 98.0 119.56
Offsfte Woods B Soils 2.61 143692 55.0 143.55
Offsfte Grass B Soils 3.15 137214 61.0 192.15
Offstte Pavement/Structures 0.36 15682 " 98.0 35.28
0 0.00
0 0.00
0 0.00
0 0.00
0.00
0.00

:
L
L 0.00
0.00
Total 2179.87
Wei hted CN 59.6
Time of Concentration - Average Velocity
36.59 acres
Flow Type Travel
Length
ft Average
Slope
ft/tt Manning's
n Surface
Type Width
Channel
ft Depth
Flow
(ft) Average
Velocity
f s Travel
Time
(hours Travel
Time
minutes)
Sheet Flow 150 0.2000 0.40 0.23 0.183 11.00
Shallow Concentrated Flow 830 0.1343 U 5.91 0.039 2.34
Channel Flow 1155 0.0337 0.026 5.0 3.0 12.94 0.025 1.49
Total 2135 6.36 14.82
Average Time of Concentration = 14.8 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)°'°/60(P2)o.5(S)0.4
Where: Ti = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
PZ = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = U3600V
Where: Tr = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)"
Paved (P) V = 20.33(S)o.s
Open Channels Time of Concentration = U3600V
Where: Tl = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)m(S)"2)/n
R = hydraulic radius (ft.) and is equal to A/Pw
A = cross sectional flow area (ft?)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)
Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #169405
07-230
9/16/2009
Post-Developed Basin 1 to Pond
Runoff Characteristics
Description Area
ac Area Curve
Number A x CN
Onsite Woods (B Soils 5.29 230432i-- 55.0 290.95
Onslte Grass B Soils 12.04 524462 61.0 734.44
Onsite Pavement/Structures 22.79 992732' 98.0 2233.42
Of fte Woods B Soils 0.73 31799 55.0 40.15
Offsite Grass (B Soils 0.81 35284 61.0 49.41
Offsite Pavement/Structures 0.27 11761 98.0 26.46
D 0.00
0 '- 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
Total 41.93 1826471 3374.83
Weighted CN 80.5
Time of Concentration - Average Velocity
41.93 acres
Flow Type Travel
Length
ft Average
Slope
ft/ft Manning's
n Surface
Type Width
Channel
(ft Depth
Flow
ft Average
Velocity
(fps) Travel
Time
(hours) Travel
Time
minutes)
Sheet Flow 0.00 0.000 0.00
Shallow Concentrated Flow 0.00 0.000 0.00
Channel Flow 0.00 0.000 0.00
Total 0 0.00 0.D0
Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)0.1/60(PZ)a.s(S)0.4
Where: T, = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = U3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)0.s
Paved (P) V = 20.33(S)0.5
Open Channels Time of Concentration = L/3600V
Where: T, = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)v'(S)")/n
R = hydraulic radius (ft.) and is equal to A/P.
A = cross sectional flow area (fe)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (tuft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)

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Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #169405
07-230
9/16/2009
Post-Developed Basin 1 Bypass
Runoff Characteristics
Description Area
ac Area Curve
Number A x CN
Onsite Woods B Soils) 1.47 64033 55.0 80.85
Onsde Grass B Soils 3.62 157687 61.0 220.82
Onshe Pavement/Structures 0.04 1742 98.0 3.92
Offsfte Woods B Soils 1.88 81893 55.0 103.40
Offsite Grass B Soils 2.22 96703 61.0 135.42
Offslte Pavement/Sbuctures 0.21 9148 98.0 20.58
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0.00
0.00
0.00
IL 0.00
Total 9.44 564.99
Wei hied CN 59.9
Time of Concentration - Average Velocity
9.44 acres
Flow Type Travel
Length
ft Average
Slope
ft/ft Manning's
n Surface
Type Width
Channel
(ft Depth
Flow
ft Average
Velocity
(fps) Travel
Time
(hours) Travel
rime
minutes)
Sheet Flow 0.00 0.000 0.00
Shallow Concentrated Flow 0.00 0.000 0.00
Channel Flow 0.00 0.000 0.00
Total 0 0.00 0.00
Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nQ0 8/60(P2)0.5(S)0.4
When:: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = L/3600V
Where: Tr = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)G"
Paved (P) V = 20.33(S)1.3
Open Channels Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)'r'(S)" )/n
R = hydraulic radius (ft.) and is equal to A/P„.
A = cross sectional flow area (ft')
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)

El

LI

I
Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Pre-Developed Basin 2
Runoff Characteristics
Description Area
(ac) Area Curve
Number A x CN
Onsfte Woods B Soils 1.73 75359 55.0 95.15
Onsfte Grass B Soils 0.53 23087 61.0 32.33
Onsite Gravel 0.07 3049 85.0 5.95
Onsite Pavement/SWctures 0.02 871 98.0 1.96
Offsfte Woods B Soils 0 0.00
Offstte Grass B Soils 0 0.00
Offsfte Pavement/Structures 0 0.00
0' 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
Total
Wei hied CN 2.35 102366
57.6 135.39
Time of Concentration - Average Velocity
2.35 acres
Flow Type Travel
Length
ft Average
Slope
ft/ft Manning's
n Surface
Type Width
Channel
(ft) Depth
Flow
ft Average
Velocity
If s Travel
Time
(hours Travel
Time
minutes
Sheet Flow 100 0.2700 0.40 0.24 0.118 7.05
Shallow Concentrated Flow 325 0.1785 U 6.81 0.013 0.79
Channel Flow 0.00 0.000 0.00
Total 425 2.35 7.85
Average Time of Concentration = 7.8 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)0 °/60(P2)o
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)Ds
Paved (P) V = 20.33(S)"s
Open Channels Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)'(S)")/n
R = hydraulic radius (ft.) and is equal to A/P,
A = cross sectional flow area (ft2)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)

I

11
I

Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Post-Developed Basin 2
Runoff Characteristics
Description Area
ac Curve
Number A x CN
Onsite Woods B Soils 0.79 55.0 43.45
Onsite Grass B Soils 0.95 t41382 61.0 57.95
Onsite Pavement/SWctures 0.00
Offstle Woods B Soils 0.00
Offsite Grass B Soils 0 0.00
Offsite Pavement/Structures 0 0,00
0 °- 0.00
0 0.00
0 0.00
0 '.. 0.00
0 "- 0.00
0 *
0
o _ o.oo
0 0.00
Total
Wei hted CN 1.74 75794-''
58,3 101.40
Time of Concentration - Average Velocity
1.74 acres
Flow Type Travel Average Manning's Surface Width Depth Average Travel Travel
Length Slope n Type Channel Flow Velocity Time Time
ff (ft/ft) (ft) ft fps hours (minutes)
Sheet Flow 0.00 0.000 0.00
Shallow Concentrated Flow 0.00 0.000 0
00
Channel Flow 0.00 0.000 .
0.00
Total 0 0.00 0.00
Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)0.e/60(P2)0 .5(S)0.4
Where: Tr = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
PZ = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = L/3600V
Where: Tr = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)"
Paved (P) V = 20.33(S)"
Open Channels Time of Concentration = L/3600V
Where: Tr = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)v'(S)"2yn
R = hydraulic radius (ft.) and is equal to A/Pw
A = cross sectional flow area (fe)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)

Project Name:
Project Number.
Date:
Basin Name:

I

I

I

Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Pre-Developed Basin 3
Runoff Characteristics
Description Area
(ac) Area
A Curve
Number A x CN
Onsite Woods B Soils 16.29 709592- 55.0 895.95
Onsite Grass (B Soils 0 0.00
Onsite Pavement/Structures 0.11 `4792 '_- 98.0 10.78
Offsfte Woods B Soils 0- 0.00
Ofisite Grass B Soils 0 0.00
Offsite Pavement/Structures 0 0.00
0 0.00
0 0.00
0 '- 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
Total 16.40 " 714384 906.73
Weighted CN 55.3
Time of Concentration - Average Velocity
16.40 acres
Flow Type Travel
Length
ft Average
Slope
(ft/ft Manning's
n Surface
Type Width
Channel
(ft) Depth
Flow Average
Velocity
f s Travel
Time
hours Travel
Time
minutes
Sheet Flow 100 0.2500 0.40 0.23 0.121 7.27
Shallow Concentrated Flow 1090 0.1321 U 5.86 0.052 3.10
Channel Flow 235 0.0466 0.026 5.0 3.0 15.25 0.004 0.26
Total 1425 7.11 10.63
Average Time of Concentration = 10.6 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)a.'/60(P2)o.5(S)0.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = 1_13600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)0.5
Paved (P) V = 20.33(S)os
Open Channels Time of Concentration = 1_13600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)'(S)12)/n
R = hydraulic radius (ft.) and is equal to A/Pw
A = cross sectional flow area (if)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)

I

Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Post-Developed Basin 3
Runoff Characteristics
Description Area
(ac) Area Curve
Number A x CN
Onsfte Woods B Soils 1.00 43560 55.0 55.00
Onsfte Grass B Soils 1.58 68825 61.0 96.38
Onsite PavemenUSbuctures 0 0.00
Offsite Woods B Soils) 0 0.00
Offsite Grass (B Soils 0 ' 0.00
Offsite Pavement/Structures 0 0.00
0 0.00
0 0.00
0' ' 0.00
0 0.00
0 0.00
0 0.00
D 0.00
0 0.00
0 0.00
Total 2.58 112385 151.38
Wei kited CN 58.7
Time of Concentration - Average Velocity
2.58 acres
Flow Type Travel
Length
(ft Average
Slope
(ft/ft Manning's
n Surface
Type Width
Channel
ft Depth
Flow
(ft Average
Velocity
f s Travel
Time
hours Travel
Time
minutes
Sheet Flow 0.00 0.000 0.00
Shallow Concentrated Flow 0.00 0.000 0.00
Channel Flow 0.00 0.000 0.00
Total 0 0.00 0.00
Assumed Time of Concentration = 5.0 mina
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)0 8160(P2)0 5(S)0'4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
Pz = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = U3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)0.e
Paved (P) V = 20.33(S)o.5
Open Channels Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)m(S)12)/n
R = hydraulic radius (ft.) and is equal to A/P.
A = cross sectional flow area (ft)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)

Project Name:
Project Number:
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Pre-Developed Basin 4
Runoff Characteristics
Description Area
(ac) Area Curve
Number A x CN
Onsite Woods B Soils) 1.03 44867 55.0 56.65
Onsite Grass B Soils 0 0.00
Onste Pavement/Structures 0 0.00
Offsite Woods B Soils 0.47 20473 55.0 25.85
Offsite Grass B Soils 0 0.00
Offshe Pavement/Structures 0 0.00
0 0.00
-0 0.00
0 -- 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
Total
Wei hied CN 1.50 65340
55.0 82.50
Time of Concentration - Average Velocity
1.50 acres
Flow Type Travel
Length
ft Average
Slope
ft/ft) Manning's
n Surface
Type Width
Channel
ft Depth
Flow
ft Average
Velocity
fps Travel
Time
(hours Travel
Time
(minutes
Sheet Flow 100 0.1650 0.40 0.19 0.143 8.59
Shallow Concentrated Flow 265 0.1000 U 5.10 0.014 0.87
Channel Flaw 0.00 0.000 0.00
Total 365 1.76 9.45
Average Time of Concentration = 9.5 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)"/60(P f 5(S)o.4
Where: Tr = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = L/3600V
Where: Tr = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)o.e
Paved (P) V = 20.33(S)o.5
Open Channels Time of Concentration = L/3600V
Where: Tr = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)m(S)ro)/n
R = hydraulic radius (ft.) and is equal to A/Pw
A = cross sectional flow area (if)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)

Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Post-Developed Basin 4
Runoff Characteristics
Description Area
ac Curve
Number A x CN
Onsite Woods B Soils 0.85 6 ' 55.0 46.75
Onsfle Grass B Soils P 0.00
Onste Pavement/Structures 0.00
Offsite Woods B Soils 0.47 201473 55.0 25.85
Offsite Grass B Soils 0.00
Offsite Pavement/Structures 0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
-0 0.00
0 0.00
0 0.00
o - 0.00
0 : 0.00
Total
Weighted CN 1.32 57499
55.0 72.60
Time of Concentration - Average Velocity
1.32 acres
Flow Type Travel
Length
ft Average
Slope
ft/ft Manning's
n Surface
Type Width
Channel
(ft) Depth
Flow
(ft) Average
Velocity
(fps) Travel
Time
(hours) Travel
Time
minutes
Sheet Flow 100 0.1950 0.40 0.21 0.134 8.03
Shallow Concentrated Flow 193 0.1010 U 5.13 0.010 0.63
Channel Flow 0.00 0.000 0.00
Total 293 1.78 8.66
Average Time of Concentration = 8.7 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)"/60(P2)a.s(S)o.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = LJ3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft1s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)D's
Paved (P) V = 20.33(S)0.5
Open Channels Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)"3(S)'.. )/n
R = hydraulic radius (ft.) and is equal to A/Pw
A = cross sectional flow area (ft2)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)
r
r
r
r
1_J
11
r
r
r
r
r
r
r
r
Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Pre-Developed Basin 5
Runoff Characteristics
Description Area
(ac) Area
A Curve
Number A x CN
Onsite Woods B Soils 0 0.00
Onsite Grass B Soils 0.17 7405 61.0 10.37
Onsite Pavement/Structures 0.12 5227 98.0 11.76
Offsite Woods B Soils 0 0.00
Offsite Grass B Soils 0 0.00
Offsfte Pavement/Structures 0 0.00
0 0.00
0 -- 0.00
0 0.00
0 0.00
0 0.00
0.00
0.00
L 0.00
: 0.00

Total
Wei hted CN
0.29 6.3
22.13
Time of Concentration - Average Velocity

0.29 acres
Flow Type Travel Average Manning's Surface Width Depth Average Travel Travel
Length Slope n Type Channel Flow Velocity Time Time
ft ft/ft (ft ft (fps) (hours) minutes
Sheet Flow 0.00 0.000 0
00
Shallow Concentrated Flow 0.00 0.000 .
0
00
Channel Flow 0.00 0.000 .
0.00
Total 0 0.00 0.00
Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)"/60(P2)o.s(S)1.4
Where: T, = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
PZ = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)"
Paved (P) V = 20.33(S)o.s
Open Channels Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)y'(S)" )/n
R = hydraulic radius (ft.) and is equal to A/Pw
A = cross sectional flow area (ft)
P„. = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)

I

I

Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
Post-Developed Basin 5
Runoff Characteristics
Description Area
(ac) Area
( Curve
Number A x CN
Onsite Woods B Soils 0 0.00
Onsite Grass B Soils 0 0.00
Onsite Pavement/Structures 0.12 5227 98.0 11.76
Offsite Woods B Soils 0 0.00
Offsite Grass B Soils 0 0.00
Offsite Pavement/Structures 0 0.00
0 0.00
0 0.00
0 0.00
0 0.00
0 , 0.00
0 0.00
0 0.00
0 0.00
0 0.00
Total
Wei hted CN 0.12 5227 '
98.0 11.76
Time of Concentration - Average Velocity
0.12 acres
Flow Type Travel Average Manning's Surface Width Depth Average Travel Travel
Length Slope n Type Channel Flow Velocity Time Time
(ft) ft/ft ) ft ft (fps) (hours) minutes
Sheet Flow 0.00 0.000 0.00
Shallow Concentrated Flow 0.00 0.000 0.00
Channel Flow 0.00 0.000 0.00
Total 0 0.00 0.00
Assumed Time of Concentration = 5.0 mins
Sheet Flow/ Pipe Flow Time of Concentration = 0.42 (nL)o.e/60(p,)o.e(S)o 4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall 3.7 inches
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)0.5
Paved (P) V = 20.33(S)0.5
Open Channels Time of Concentration = 1_13600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)7!d(S)to)/n
R = hydraulic radius (ft.) and is equal to A/P.
A = cross sectional flow area (ft2)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)
¦
i
/
/
/
i
/
/
/
/
i
/
/
i
Appendix B
Hydraflow Hydrographs 2007 Computer Output
Pond Report
Hydraflow Hydrographs by Intelisolve v9.1
Pond No. 1 - Pond 1
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 1399.00 it

Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)

0.00 1399.00 11,870 0 0
1.00 1400.00 13,854 12,848 12,848
2.00 1401.00 15,972 14,899 27,747
3.00 1402.00 24,328 20,002 47,749
4.00 1403.00 27,808 26,046 73,795
5.00 1404.00 31,501 29,632 103,427
6.00 1405.00 35,406 33,431 136,859
7.00 1406.00 39,524 37,442 174,301
7.50 1406.50 41,662 20,292 194,593
8.00 1407.00 48,297 22,467 217,060
8.50 1407.50 55,344 25,888 242,948
9.00 1408.00 57,847 28,293 271,240
10.00 1409.00 63,013 60,406 331,646
11.00 1410.00 68,825 65,891 397,537
12.00 1411.00 73,536 71,160 468,697
13.00 1412.00 78,387 75,941 544,638
14.00 1413.00 83,376 80,861 625,499
15.00 1414.00 88,505 85,919 711,418
16.00 1415.00 93,773 91,117 802,535

Culvert / Orifice Structures
[A] [B] [C] [PrfRsr]
Rise (in) = 18.00 5.00 10.00 0.00
Span (in) = 18.00 5.00 10.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft) = 1399.00 1407.00 1408.50 0.00
Length (ft) = 175.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multistage = n/a Yes Yes No

Stage (ft)
18.00

15.00

12.00

9.00
6
00
.
3.00
0 00
Note: Culvert/Oriflce outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
0.0 30.0
Total Q
Wednesday, Sep 16, 2009
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 1.00 20.00 0.00 0.00
Crest El.(ft) = 1411.00 1412.50 0.00 0.00
Weir Coeff. = 3.33 3.00 3.33 3.33
Weir Type = Red Broad - -
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
60.0 90.0 120.0 150.0 180.0 210.0 240.0
Elev (ft)
1417.00
1414.00
1411.00
1408.00
1405.00
1402.00
1399.00
270.0
Discharge (cfs)

I
¦
I
¦

Fond Report
Hydraflow Hydrographs by Intelisolve v9.1
Pond No. 1 - Pond 1
Pond Data
Contours - Use r-defined contour are as. Conic method used for volume calculation. Begining Elevation = 1399.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
00
1 1399.00
1400.00 11,870
13,854 0
12,848 0
12,848
.
00
2 1401.00 15,972 14,899 27,747
.
3
00 1402.00 24,328 20,002 47,749
.
4
00 1403.00 27,808 26,046 73,795
.
00
5 1404.00 31,501 29,632 103,427
.
00
6 1405.00 35,406 33,431 136,859
.
00
7 1406.00 39,524 37,442 174,301
.
7
50 1406.50 41,662 20,292 194,593
.
8
00 1407.00 48,297 22,467 217,060
.
50
8 1407.50 55,344 25,888 242,948
.
00
9 1408.00 57,847 28,293 271,240
.
00
10 1409.00 63,013 60,406 331,646
.
11
00 1410.00 68,825 65,891 397,537
.
00
12 1411.00 73,536 71,160 468,697
.
00
13 1412.00 78,387 75,941 544,638
.
00
14 1413.00 83,376 80,861 625,499
.
00
15 1414.00 88,505 85,919 711,418
.
16.00 1415.00 93,773 91,117 802,535
Wednesday, Sep 16, 2009
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrlRsr] [A] [B] [C] [D]
Rise (in) = 18.00 5.00 10.00 0.00 Crest Len (ft) = 1.00 20.00 0.00 0.00
Span (in) = 18.00 5.00 10.00 0.00 Crest El. (ft) = 1411.00 1412.50 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El. (ft) = 1399.00 1407.00 1408.50 0.00 Weir Type = Rect Broad - -
Length (ft) = 175.00 0.00 0.00 0.00 Multistage = Yes No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 ExfiI.(in/hr) = 0.000 (by Wet area)
N TW Elev (ft) = 0 00
Multistage = n/a Yes Yes o
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
¦ 18.00
Stage / Storage
15.00
12.00
9.00

6.00
3.00
0.00 11
0
Storage
200,000 400,000 600,000 SUU,000
Elev (ft)
1417.00
1414.00
1411.00
1408.00
1405.00
1402.00
1399.00
1,000,000
Storage (cuft)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Pond No. 1 - Pond 1
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 1399.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 1399.00 11,870 0 0
1.00 1400.00 13,854 12,848 12,848
2.00 1401.00 15,972 14,899 27,747
3.00 1402.00 24,328 20,002 47,749
4.00 1403.00 27,808 26,046 73,795
5.00 1404.00 31,501 29,632 103,427
6.00 1405.00 35,406 33,431 136,859
7.00 1406.00 39,524 37,442 174,301
7.50 1406.50 41,662 20,292 194,593
8.00 1407.00 48,297 22,467 217,060
8.50 1407.50 55,344 25,888 242,948
9.00 1408.00 57,847 28,293 271,240
10.00 1409.00 63,013 60,406 331,646
11.00 1410.00 68,825 65,891 397,537
12.00 1411.00 73,536 71,160 468,697
13.00 1412.00 78,387 75,941 544,638
14.00 1413.00 83,376 80,861 625,499
15.00 1414.00 88,505 85,919 711,418
16.00 1415.00 93,773 91,117 802,535
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 5.00 10.00 0.00 Crest Len (ft) = 1.00 20.00 0.00 0.00
Span (in) = 18.00 5.00 10.00 0.00 Crest El. (ft) = 1411.00 1412.50 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El. (ft) = 1399.00 1407.00 1408.50 0.00 Weir Type = Rect Broad - -
Length (ft) = 175.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multistage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv 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
0.00 0 1399.00 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.10 1,285 1399.10 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.20 2,570 1399.20 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.30 3,854 1399.30 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.40 5,139 1399.40 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.50 6,424 1399.50 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.60 7,709 1399.60 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.70 8,994 1399.70 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.80 10,278 1399.80 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
0.90 11,563 1399.90 0.00 0.00 0.00 - 0.00 0.00 - - - -- 0.00
1.00 12,848 1400.00 0.00 0.00 0.00 - 0.00 0.00 - - - - 0
00
1.10 14,338 1400.10 0.00 0.00 0.00 - 0.00 0.00 .
- - - - 0
00
1.20 15,828 1400.20 0.00 0.00 0.00 - 0.00 0.00 .
- - - - 0
00
1.30 17,318 1400.30 0.00 0.00 0.00 - 0.00 0.00 .
- -- - - 0.00
1.40 18,808 1400.40 0.00 0.00 0.00 -- 0.00 0.00 - - - - 0
00
1.50 20,297 1400.50 0.00 0.00 0.00 - 0.00 0.00 .
- - - - 0.00
1.60 21,787 1400.60 0.00 0.00 0.00 - 0.00 0.00 - - -- - 0.00
1.70 23,277 1400.70 0.00 0.00 0.00 - 0.00 0.00 - -- - - 0
00
1.80 24,767 1400.80 0.00 0.00 0.00 - 0.00 0.00 .
- - - - 0
00
1.90 26,257 1400.90 0.00 0.00 0.00 - 0.00 0.00 .
- - - - 0
00
2.00 27,747 1401.00 0.00 0.00 0.00 - 0.00 0.00 .
-- -- - - 0.00
2.10 29,747 1401.10 0.00 0.00 0.00 -- 0.00 0.00 - -- - - 0
00
2.20 31,747 1401.20 0.00 0.00 0.00 -- 0.00 0.00 .
- - -- - 0.00
Continues on next page...
S
Pond 1
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Civ 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
2.30 33,748 1401.30 0.00 0.00 0.00 0.00 0.00 0.00
2.40 35,748 1401.40 0.00 0.00 0.00 0.00 0.00 0.00
-
0
00
2.50 37,748 1401.50 0.00 0.00 0.00 - 0.00 0.00 - - -
.
2.60 39,748 1401.60 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
2.70 41,748 1401.70 0.00 0.00 0.00 0.00 0.00 0.00
2.80 43,749 1401.80 0.00 0.00 0.00 0.00 0.00 0.00
00
0
2.90 45,749 1401.90 0.00 0.00 0.00 - 0.00 0.00 - - - -
.
3.00 47,749 1402.00 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
3.10 50,354 1402.10 0.00 0.00 0.00 0.00 0.00 0.00
¦ 3.20 52,958 1402.20 0.00 0.00 0.00 0.00 0.00 0.00
0
00
3.30 55,563 1402.30 0.00 0.00 0.00 - 0.00 0.00 - - - -
.
3.40 58,167 1402.40 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
3.50 60,772 1402.50 0.00 0.00 0.00 0.00 0.00 0.00
3.60 63,377 1402.60 0.00 0.00 0.00 0.00 0.00 0.00
3.70 65,981 1402.70 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
3.80 68,586 1402.80 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
3.90 71,190 1402.90 0.00 0.00 0.00 0.00 0.00 0.00
¦ 4.00 73,795 1403.00 0.00 0.00 0.00 0.00 0.00 0.00
4.10 76,758 1403.10 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
4.20 79,721 1403.20 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
4.30 82,685 1403.30 0.00 0.00 0.00 0.00 0.00 0.00
4.40 85,648 1403.40 0.00 0.00 0.00 0.00 0.00 0.00
4.50 88,611 1403.50 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
4.60 91,574 1403.60 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
4.70 94,538 1403.70 0.00 0.00 0.00 0.00 0.00 0.00
4.80 97,501 1403.80 0.00 0.00 0.00 0.00 0.00 0.00
4.90 100,464 1403.90 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
5.00 103,427 1404.00 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
5.10 106,770 1404.10 0.00 0.00 0.00 0.00 0.00 0.00
5.20 110,114 1404.20 0.00 0.00 0.00 0.00 0.00 0.00
5.30 113,457 1404.30 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
5.40 116,800 1404.40 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
5.50 120,143 1404.50 0.00 0.00 0.00 0.00 0.00 0.00
5.60 123,486 1404.60 0.00 0.00 0.00 0.00 0.00 0.00
5.70 126,829 1404.70 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
5.80 130,172 1404.80 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
5.90 133,515 1404.90 0.00 0.00 0.00 0.00 0.00 0.00
6.00 136,859 1405.00 0.00 0.00 0.00 0.00 0.00 0.00
6.10 140,603 1405.10 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
6.20 144,347 1405.20 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
6.30 148,091 1405.30 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
6.40 151,835 1405.40 0.00 0.00 0.00 0.00 0.00 - - - - 0.00
6.50 155,580 1405.50 0.00 0.00 0.00 -
0.00 0.00 0.00
6.60 159,324 1405.60 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
6.70 163,068 1405.70 0.00 0.00 0.00 0.00 0.00 0.00
6.80 166,812 1405.80 0.00 0.00 0.00 0.00 0.00 0.00
6.90 170,557 1405.90 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.00 174,301 1406.00 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.05 176,330 1406.05 0.00 0.00 0.00 0.00 0.00 0.00
7.10 178,359 1406.10 0.00 0.00 0.00 0.00 0.00 0.00
7.15 180,389 1406.15 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.20 182,418 1406.20 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.25 184,447 1406.25 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.30 186,476 1406.30 0.00 0.00 0.00 0.00 0.00 - - - - 0.00
7.35 188,505 1406.35 0.00 0.00 0.00 -
0.00 0.00 0.00
7.40 190,535 1406.40 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.45 192,564 1406.45 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.50 194,593 1406.50 0.00 0.00 0.00 0.00 0.00 - - - - 0.00
7.55 196,840 1406.55 0.00 0.00 0.00 -
0.00 0.00 0.00
7.60 199,086 1406.60 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.65 201,333 1406.65 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.70 203,580 1406.70 0.00 0.00 0.00 0.00 0.00 - - - - 0.00
7.75 205,827 1406.75 0.00 0.00 0.00 -
0.00 0.00 0.00
7.80 208,073 1406.80 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
7.85 210,320 1406.85 0.00 0.00 0.00 - 0.00 0.00 - -- - -- 0.00
7.90 212,567 1406.90 0.00 0.00 0.00 0.00 0.00 - - - - 0.00
7.95 214,813 1406.95 0.00 0.00 0.00 -
0.00 0.00 0.00
8.00 217,060 1407.00 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.00
8.05 219,649 1407.05 0.01 is 0.01 is 0.00 0.00 0.00 0.01
8.10 222,238 1407.10 0.03 is 0.03 is 0.00 -
0.00 -
0.00 - - ---
0.03
8.15 224,826 1407.15 0.06 is 0.06 is 0.00 0.00 0.00 0.06
Continues on next page...

Pond 1
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv 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
8.20 227,415 1407.20 0.10 is 0.10 is 0.00 - 0.00 0.00 - - -- - 0.10
8.25 230,004 1407.25 0.16 is 0.15 is 0.00 - 0.00 0.00 - - - - 0.15
8.30 232,593 1407.30 0.20 is 0.20 is 0.00 - 0.00 0.00 - - - - 0.20
8.35 235,181 1407.35 0.25 is 0.25 is 0.00 - 0.00 0.00 - - - - 0.25
8.40 237,770 1407.40 0.29 is 0.29 is 0.00 - 0.00 0.00 - - - - 0.29
8.45 240,359 1407.45 0.33 is 0.32 is 0.00 - 0.00 0.00 - - - - 0.32
8.50 242,948 1407.50 0.36 is 0.35 is 0.00 - 0.00 0.00 - - - - 0.35
8.55 245,777 1407.55 0.38 is 0.38 is 0.00 - 0.00 0.00 - - - - 0.38
8.60 248,606 1407.60 0.41 is 0.41 is 0.00 - 0.00 0.00 - - - - 0.41
8.65 251,436 1407.65 0.44 is 0.44 is 0.00 - 0.00 0.00 - - - - 0.44
8.70 254,265 1407.70 0.46 is 0.46 is 0.00 - 0.00 0.00 - - - - 0.46
8.75 257,094 1407.75 0.49 is 0.48 is 0.00 - 0.00 0.00 - - - - 0.48
8.80 259,923 1407.80 0.52 is 0.50 is 0.00 - 0.00 0.00 - - - - 0.50
8.85 262,753 1407.85 0.53 is 0.53 is 0.00 - 0.00 0.00 - - - - 0.53
8.90 265,582 1407.90 0.55 is 0.55 is 0.00 - 0.00 0.00 - - - - 0.55
8.95 268,411 1407.95 0.58 is 0.57 is 0.00 - 0.00 0.00 - - - - 0.57
9.00 271,240 1408.00 0.58 is 0.58 is 0.00 - 0.00 0.00 - - - - 0.58
9.10 277,281 1408.10 0.62 is 0.62 is 0.00 - 0.00 0.00 - - - - 0.62
9.20 283,321 1408.20 0.65 is 0.65 is 0.00 - 0.00 0.00 - - - - 0.65
9.30 289,362 1408.30 0.69 is 0.69 is 0.00 - 0.00 0.00 - - - - 0.69
9.40 295,403 1408.40 0.72 is 0.72 is 0.00 - 0.00 0.00 - - - - 0.72
9.50 301,443 1408.50 0.76 is 0.75 is 0.00 - 0.00 0.00 - - - - 0.75
9.60 307,484 1408.60 0.84 is 0.77 is 0.04 is - 0.00 0.00 - - - - 0,82
9.70 313,524 1408.70 0.97 is 0.80 is 0.16 is - 0.00 0.00 - - - - 0.96
9.80 319,565 1408.80 1.16 is 0.83 is 0.33 is - 0.00 0.00 - - - - 1.16
9.90 325,605 1408.90 1.42 is 0.85 is 0.56 is - 0.00 0.00 - - - - 1.42
10.00 331,646 1409.00 1.71 is 0.88 is 0.82 is - 0.00 0.00 - - - - 1.70
10.10 338,235 1409.10 2.03 is 0.90 is 1.12 is - 0.00 0.00 - - - - 2,02
10.20 344,824 1409.20 2.37 is 0.93 is 1.40 is - 0.00 0.00 - - - - 2,32
10.30 351,413 1409.30 2.59 is 0.95 is 1.64 is - 0.00 0.00 - - - - 2.59
10.40 358,002 1409.40 2.80 is 0.97 is 1.83 is - 0.00 0.00 - - - - 2.80
10.50 364,591 1409.50 3.03 is 0.99 is 2.01 is - 0.00 0.00 - - - - 3.00
10.60 371,180 1409.60 3.19 is 1.02 is 2.17 is - 0.00 0.00 - - - - 3,19
10.70 377,770 1409.70 3.41 is 1.04 is 2.32 is - 0.00 0.00 - - - - 3.36
10.80 384,359 1409.80 3.57 is 1.06 is 2.47 is - 0.00 0.00 - - - - 3.52
10.90 390,948 1409.90 3.72 is 1.08 is 2.60 is - 0.00 0.00 - - - - 3.68
11.00 397,537 1410.00 3.88 is 1.10 is 2.73 is - 0.00 0.00 - - - - 3.83
11.10 404,653 1410.10 3.97 is 1.12 is 2.86 is - 0.00 0.00 - - - - 3,97
11.20 411,769 1410.20 4.11 is 1.14 is 2.97 is - 0.00 0.00 - - - - 4.11
11.30 418,885 1410.30 4.27 is 1.15 is 3.09 is - 0.00 0.00 - - - - 4.24
11.40 426,001 1410.40 4.42 is 1.17 is 3.20 is - 0.00 0.00 - - - - 4.37
11.50 433,117 1410.50 4.50 is 1.19 is 3.30 is - 0.00 0.00 - - - - 4.50
11.60 440,233 1410.60 4.65 is 1.21 is 3.41 is - 0.00 0.00 - - - - 4.62
11.70 447,349 1410.70 4.73 is 1.23 is 3.51 is - 0.00 0.00 - - - - 4.73
11.80 454,465 1410.80 4.87 is 1.24 is 3.60 is - 0.00 0.00 - - - - 4.85
11.90 461,581 1410.90 4.96 is 1.26 is 3.70 is - 0.00 0.00 - - - - 4.96
12.00 468,697 1411.00 5.09 is 1.28 is 3.79 is - 0.00 0.00 - - - - 5.07
12.10 476,291 1411.10 5.30 is 1.30 is 3.88 is - 0.11 0.00 - - - - 5.28
12.20 483,886 1411.20 5.58 is 1.31 is 3.97 is - 0.30 0.00 - - - - 5.58
12.30 491,480 1411.30 5.94 oc 1.33 is 4.05 is - 0.55 0.00 - - - - 5.93
12.40 499,074 1411.40 6.33 oc 1.34 is 4.14 is - 0.84 0.00 - - - - 6.32
12.50 506,668 1411.50 6.76 oc 1.36 is 4.22 is - 1.18 0.00 - - - - 6.76
12.60 514,262 1411.60 7.22 oc 1.38 is 4.30 is - 1.55 0.00 - - - - 7.22
12.70 521,856 1411.70 7.72 oc 1.39 is 4.38 is - 1.95 0.00 - - - - 7.72
12.80 529,450 1411.80 8.25 oc 1.41 is 4.46 is - 2.38 0.00 - - - - 8.25
12.90 537,044 1411.90 8.80 oc 1.42 is 4.54 is - 2.84 0.00 - - - - 8.80
13.00 544,638 1412.00 9.38 oc 1.44 is 4.61 is - 3.33 0.00 - - - - 9.38
13.10 552,724 1412.10 9.98 oc 1.45 is 4.68 is - 3.84 0.00 - - - - 9.98
13.20 560,810 1412.20 10.60 oc 1.47 is 4.76 is - 4.38 0.00 - - - - 10.60
13.30 568,897 1412.30 11.25 oc 1.48 is 4.83 is - 4.94 0.00 - -- - - 11.25
13.40 576,983 1412.40 11.91 oc 1.50 is 4.90 is - 5.52 0.00 - - - - 11,91
13.50 585,069 1412.50 12.60 oc 1.51 is 4.97 is - 6.12 0.00 - - - - 12.60
13.60 593,155 1412.60 13.30 oc 1.52 is 5.04 is - 6.74 1.90 - - - - 15.20
13.70 601,241 1412.70 14.03 oc 1.54 is 5.11 is - 7.38 5.36 - - - - 19.39
13.80 609,327 1412.80 14.77 oc 1.55 is 5.17 is - 8.04 9.86 - -- - - 24.63
13.90 617,413 1412.90 15.53 oc 1.57 is 5.24 is - 8.72 15.18 - - - - 30.71
14.00 625,499 1413.00 16.30 oc 1.58 is 5.31 is -- 9.42 21.21 - - - - 37.52
14.10 634,091 1413.10 17.10 oc 1.59 1s 5.37 is - 10.13 27.88 - -- - - 44.98
14.20 642,683 1413.20 17.91 oc 1.61 is 5.43 is - 10.87 35.14 -- --- -- -- 53.04
14.30 651,275 1413.30 18.67 oc 1.55 is 5.50 is - 11.62 42.94 - - - - 61.60
14.40 659,867 1413.40 19.41 oc 1.47 is 5.56 is -- 12.38 51.23 - -- - - 70.65
Continues on next page...

Pond 1
Stage 1 Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.50
14.60 668,459
677,051 1413.50
1413.60 20.12 oc
20.62 oc 1.39 is
1.33 is 5.56 is
5.33 is - 13.16
13.96 60.00
69.22 _ _ - 80.12
89.84
14.70 685,642 1413.70 21.12 oc 1.27 is 5.07 is - 14.77 78.87 - - - - 99.98
14.80 694,234 1413.80 21.61 oc 1.20 is 4.80 is - 15.60 88.94 - - - - 110.55
14.90
15.00 702,826
711,418 1413.90
1414.00 22.09 oc
22.45 oc 1.13 is
1.08 is 4.52 is
4.30 is _ 16.45
17.07s 99.39 _
110.23 _ _ 121.48
132.68
15.10 720,530 1414.10 22.73 oc 1.04 is 4.15 is - 17.55 s 121.43 - - - - 144.16
15.20 729,642 1414.20 22.98 oc 1.00 is 4.01 is - 17.97s 132.99 - - - - 155.97
15.30
15.40 738,753
747,865 1414.30
1414.40 23.21 oc
23.42 oc 0.97 is
0.94 is 3.88 is
3.77 is _ 18.35s
18.71 s 144.90 _
157.14 _ _ _ 168.11
180.56
15.50 756,977 1414.50 23.62 oc 0.92 is 3.66 is - 19.04s 169.71 - - - - 193.32
15.60 766,089 1414.60 23.80 oc 0.89 is 3.56 is - 19.35s 182.59 - - - - 206.39
15.70
15.80 775,200
784,312 1414.70
1414.80 23.98 oc
24.15 oc 0.87 is
0.84 is 3.46 is
3.37 is _ 19.65s
19.93s 195.78 -
209.29 - _ - 219.76
233.44
15.90 793,424 1414.90 24.31 oc 0.82 is 3.29 is - 20.20s 223.09 - - - - 247.40
16.00 802,535 1415.00 24.47 oc 0.80 is 3.21 is - 20.46s 237.17 - - - - 261.64
...End

Pond Report

Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Pond No. 2 - Pond 1 Forbay
Pond Data
Contours - User-defined contour areas. Conic meth od used for volume calculation. Begi ning Elevation = 1402.00 ft

Stage I Storage Table
Stage (ft) Elevation (ft) Contour a rea (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 1402.00 6,104 0 0
1.00 1403.00 7,198 6,643 6,643
2.00 1404.00 8,371 7,776 14,419
3.00 1405.00 9,622 8,988 23,408
4.00 1406.00 10,952 10,279 33,686
4.50 1406.50 11,646 5,648 39,334
5.00 1407.00 13,637 6,314 45,648

Culvert/ Orifice Structures Weir Structures
[A] IBl [C] [PrfRsrl [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
i No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = - - - -
Length (ft) = 0.00 0.00 0.00 0.00 Multistage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Wet area)
Multistage = n/a No No No TW Elev. (ft) = 0.00

Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage I Storage / Discharge Tabl e
Stage Storage Elevation Civ A Clv 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
0.00 0 1402.00
0.10 664 1402.10 _
_ _
- -
- _ - = = 0.00
0.00
0.20 1,329 1402.20 - - - - - - - - - - 0.00
0.30 1,993 1402.30 - - - - - - - - - - 0.00
0.40 2,657 1402.40
0.50 3,321 1402.50 -
_ -
-
_ 0.00
0.00
0.60 3,986 1402.60 - - - - - - - - - -- 0.00
0.70 4,650 1402.70 - - - - - - - - - - 0.00
0.80 5,314 1402.80
0.90 5,979 1402.90 _
- _
_ -
_ 0.00
0.00
1.00 6,643 1403.00 - - - - - - - - - - 0.00
1.10 7,420 1403.10 - - - - - - - - - - 0.00
1.20 8,198 1403.20
1.30 8,976 1403.30 -
_ -
- _
- _ 0.00
0.00
1.40 9,753 1403.40 - - - - - - - - - - 0.00
1.50 10,531 1403.50 - - - - - - - - - - 0.00
1.60 11,309 1403.60
1.70 12,086 1403.70 _
_ _
_ _
_ = _ = 0.00
0.00
1.80 12,864 1403.80 - - - - - - - - - - 0.00
1.90 13,642 1403.90 - - - - - - - - - - 0.00
2.00 14,419 1404.00
2.10 15,318 1404.10 _
- _
_ _
- _
- _ _ 0.00
0.00
2.20 16,217 1404.20 - - - - - - - - - - 0.00
2.30 17,116 1404.30 - - - - - - - - - - 0.00
2.40 18,015 1404.40
2.50 18,913 1404.50 -
- _
_ _ - v =
- 0.00
0.00
2.60 19,812 1404.60 - - - - - - - - - - 0.00
2.70 20,711 1404.70 - -- - - - - - - - -- 0.00
2.80 21,610 1404.80
2.90 22,509 1404.90 - - - - - - Y- _ _- 0.00
0.00
3.00 23,408 1405.00 - - -- - - - - - - - 0.00
3.10 24,435 1405.10 - -- - - - - - - - - 0.00
3.20 25,463 1405.20 0.00
3.30 26,491 1405.30 - 0.00
3.40 27,519 1405.40 --- - -- -- - --- -- -- --- - 0.00
Continues on next page...

Pond 1 Forbay
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs Cfs cfs Cfs Cfs Cfs Cfs cfs Cfs cfs Cfs
3.50 28,547
60 29
575
3 1405.50 -
60
1405 - - - - - - 0.00
0.00
,
.
3.70 30,603 .
1405.70 - - - - - - - - - - 0.00
3.80 31,631 1405.80 - - - - - - - - - - 0.00
3.90 32,658
4.00 33,686 1405.90 -
1406.00 - - - - - - 0.00
0.00
4.05 34,251 1406.05 - - - - - - - - - - 0.00
4.10 34,816 1406.10 - - - - - - - - - - 0.00
4.15 35,381
4.20 35,946 1406.15 -
1406.20 - - - - - - 0.00
0.00
4.25 36,510 1406.25 - - - - - - - - - - 0.00
4.30 37,075 1406.30 - - - - - - - - - - 0.00
4.35 37,640
4.40 38,205 1406.35 -
1406.40 - - - - - - 0.00
0.00
4.45 38,770 1406.45 - - - - - - - - - - 0.00
4.50 39,334 1406.50 - - - - - - - - - - 0.00
4.55 39,966
4.60 40,597 1406.55 -
1406.60 0.00
- - - - - - -
0.00
4.65 41,228 1406.65 - - -
- - - - - - - 0.00
4.70 41,860 1406.70 - - - - - - - - - - 0.00
4.75 42,491
4.80 43,123 1406.75 -
1406.80 - - - - - - - - - 0.00
0.00
4.85 43,754 1406.85 - - - - - - - 0.00
4.90 44,385 1406.90 - - - - - - - - - - 0.00
4.95 45,017
45
648 1406.95 -
1407
00 - - - - - - - - - 0.00
0
00
,
5.00 . .
...End

I

Hydr®graph Return Period Recap
Hydraflow Hydrographs by Intelisolve v9.1

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff 9.677 22.81 - 49.00 72.97 109.27 140.63 174.90 pre 1
2 SCS Runoff 103.11 142.57 - 205.56 256.57 328.11 386.06 445.99 post 1 to pond
3 Reservoir 2 2.505 3.809 5.594 9.296 24.51 58.89 118.34 pond 1 route
4 SCS Runoff 4.245 9.251 18.81 27.40 40.33 51.43 63.36 post 1 bypass
5 Combine 3,4 4.939 10.50 21.98 31.66 46.28 71.51 143.08 post 1 total
7 SCS Runoff 0.602 1.589 3.562 5382 8.152 10.55 13.15 2 pre
8 SCS Runoff 0.594 1.443 3.101 4.625 6.934 8.929 11.08 2 post
10 SCS Runoff 1.872 6.711 17.82 28.61 45.35 60.05 76.11 3 pre
11 SCS Runoff 0.950 2.236 4.733 7.015 10.47 13.44 16.66 3 post
13 SCS Runoff 0.171 0.638 1.702 2.735 4.333 5.736 7.269 4 pre
14 SCS Runoff 0.151 0.562 1.498 2.407 3.813 5.048 6.397 4 post
16 SCS Runoff 0.574 0.829 1.245 1.587 2.068 2.466 2.879 5 pre
17 SCS Runoff 0.537 0.654 0.833 0.975 1.170 1.327 1.490 5 post
Proj. file: v1 hydro 9-16-09.gpw Wednesday, Sep 16, 2009
Hydr®graph Summary Report
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Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 9.677 1 725 44,997 - pre 1
2 SCS Runoff 103.11 1 718 207,125 - post 1 to pond
3 Reservoir 2.505 1 938 159,849 2 1409.27 349,322 pond 1 route
4 SCS Runoff 4.245 1 719 12,306 - - post l bypass
5 Combine 4.939 1 720 172,155 3,4 - post 1 total
7 SCS Runoff 0.602 1 721 2,316 - 2 pre
8 SCS Runoff 0.594 1 720 1,947 - 2 post
10 SCS Runoff 1.872 1 725 13,074 - 3 pre
11 SCS Runoff 0.950 1 720 3,003 - 3 post
13 SCS Runoff 0.171 1 723 1,134 - - 4 pre
14 SCS Runoff 0.151 1 723 998 - - 4 post
16 SCS Runoff 0.574 1 718 1,157 - - 5 pre
17 SCS Runoff 0.537 1 717 1,266 - 5 post
v1 hydro 9-16-09.gpw Return Period: 1 Year Wednesday, Sep 16, 2009
Hydr®graph Summary Report
¦
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Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 22.81 1 724 80,013 - pre 1
2 SCS Runoff 142.57 1 718 287,861 - - post 1 to pond
3 Reservoir 3.809 1 900 234,284 2 1409.99 396,619 pond 1 route
4 SCS Runoff 9.251 1 719 21,754 - post l bypass
5 Combine 10.50 1 719 256,038 3,4 post 1 total
7 SCS Runoff 1.589 1 720 4,305 - 2 pre
8 SCS Runoff 1.443 1 719 3,561 - 2 post
10 SCS Runoff 6.711 1 723 25,866 - 3 pre
11 SCS Runoff 2.236 1 719 5,442 - 3 post
13 SCS Runoff 0.638 1 722 2,263 - 4 pre
14 SCS Runoff 0.562 1 722 1,991 - 4 post
16 SCS Runoff 0.829 1 718 1,664 - 5 pre
17 SCS Runoff 0.654 1 717 1,557 - 5 post
v1 hydro 9-16-09.gpw Return Period: 2 Year Wednesday, Sep 16, 2009
I Hydr®graph Summary Report
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Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 49.00 1 723 146,750 - -- pre 1
2 SCS Runoff 205.56 1 718 420,213 - - post 1 to pond
3 Reservoir 5.594 1 880 355,749 2 1411.21 484,243 pond 1 route
4 SCS Runoff 18.81 1 718 39,701 - post l bypass
5 Combine 21.98 1 718 395,449 3,4 post 1 total
7 SCS Runoff 3.562 1 719 8,183 - - 2 pre
8 SCS Runoff 3.101 1 718 6,681 - - 2 post
10 SCS Runoff 17.82 1 722 51,590 - 3 pre
11 SCS Runoff 4.733 1 718 10,139 - - 3 post
13 SCS Runoff 1.702 1 720 4,544 - 4 pre
14 SCS Runoff 1.498 1 720 3,999 - 4 post
16 SCS Runoff 1.245 1 718 2,514 - 5 pre
17 SCS Runoff 0.833 1 717 2,005 - 5 post
v1 hydro 9-16-09.gpw Return Period: 5 Year Wednesday, Sep 16, 2009
I Hydr®graph Summary Report
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Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 72.97 1 723 208,034 - pre 1
2 SCS Runoff 256.57 1 717 529,456 - post 1 to pond
3 Reservoir 9.296 1 819 460,596 2 1411.99 543,560 pond 1 route
4 SCS Runoff 27.40 1 718 56,146 - - post l bypass
5 Combine 31.66 1 718 516,742 3,4 post 1 total
7 SCS Runoff 5.382 1 719 11,799 - 2 pre
8 SCS Runoff 4.625 1 718 9,573 - 2 post
10 SCS Runoff 28.61 1 721 76,033 - 3 pre
11 SCS Runoff 7.015 1 718 14,480 - 3 post
13 SCS Runoff 2.735 1 720 6,719 - - 4 pre
14 SCS Runoff 2.407 1 720 5,912 - 4 post
16 SCS Runoff 1.587 1 718 3,227 - 5 pre
17 SCS Runoff 0.975 1 717 2,359 - - 5 post
v1 hydro 9-16-09.gpw Return Period: 10 Year Wednesday, Sep 16, 2009
Hydrograph Summary Report
i
r
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Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 109.27 1 723 302,024 - pre 1
2 SCS Runoff 328.11 1 717 684,676 - - post 1 to pond
3 Reservoir 24.51 1 752 612,932 2 1412.80 609,140 pond 1 route
4 SCS Runoff 40.33 1 718 81,329 - - post 1 bypass
5 Combine 46.28 1 718 694,261 3,4 post 1 total
7 SCS Runoff 8.152 1 719 17,403 - - 2 pre
8 SCS Runoff 6.934 1 718 14,040 - 2 post
10 SCS Runoff 45.35 1 721 114,418 - 3 pre
11 SCS Runoff 10.47 1 718 21,168 - 3 post
13 SCS Runoff 4.333 1 720 10,139 - 4 pre
14 SCS Runoff 3.813 1 720 8,922 - 4 post
16 SCS Runoff 2.068 1 718 4,252 - 5 pre
17 SCS Runoff 1.170 1 717 2,849 - 5 post
v1 hydro 9-16-09.gpw Return Period: 25 Year Wednesday, Sep 16, 2009
Hydrograph Summary Report
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¦
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Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 140.63 1 723 384,175 - - - pre 1
2 SCS Runoff 386.06 1 717 812,680 - post 1 to pond
3 Reservoir 58.89 1 728 739,641 2 1413.27 648,552 pond 1 route
4 SCS Runoff 51.43 1 718 103,315 - post 1 bypass
5 Combine 71.51 1 724 842,956 3,4 post 1 total
7 SCS Runoff 10.55 1 719 22,339 - 2 pre
8 SCS Runoff 8.929 1 718 17,964 - 2 post
10 SCS Runoff 60.05 1 721 148,566 - 3 pre
11 SCS Runoff 13.44 1 718 27,034 - 3 post
13 SCS Runoff 5.736 1 720 13,185 - 4 pre
14 SCS Runoff 5.048 1 720 11,603 - 4 post
16 SCS Runoff 2.466 1 717 5,105 - 5 pre
17 SCS Runoff 1.327 1 717 3,244 - 5 post
v1 hydro 9-16-09.gpw Return Period: 50 Year Wednesday, Sep 16, 2009
Hydrograph Summary Report
¦
¦
i
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 174.90 1 722 473,788 - - pre 1
2 SCS Runoff 445.99 1 717 946,863 - - post 1 to pond
3 Reservoir 118.34 1 725 872,702 2 1413.87 700,354 pond 1 route
4 SCS Runoff 63.36 1 718 127,279 - - post 1 bypass
5 Combine 143.08 1 723 999,981 3,4 post 1 total
7 SCS Runoff 13.15 1 719 27,753 - 2 pre
8 SCS Runoff 11.08 1 718 22,258 - 2 post
10 SCS Runoff 76.11 1 721 186,271 - - 3 pre
11 SCS Runoff 16.66 1 718 33,449 - 3 post
13 SCS Runoff 7.269 1 720 16,552 - 4 pre
14 SCS Runoff 6.397 1 720 14,566 - - 4 post
16 SCS Runoff 2.879 1 717 6,005 - 5 pre
17 SCS Runoff 1.490 1 717 3,652 - 5 post
v1 hydro 9-16-09.gpw Return Period: 100 Year Wednesday, Sep 16, 2009
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Hyd. No. 1
¦ pre 1
Hydrograph type = SCS Runoff Peak discharge = 9.677 cfs
Storm frequency = 1 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 44,997 cult
Drainage area = 36.590 ac Curve number = 59.6*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.80 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) _ [(20.070 x 55) + (14.530 x 61) + (0.410 x 85) + (1.580 x 98)] / 36.590
pre 1
Q (cfs) Hyd. No. 1 - 1 Year
10.00
8.00
6.00
4.00-
2.00-
0.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
¦
¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Hyd. No. 2
post 1 to pond
Hydrograph type = SCS Runoff Peak discharge = 103.11 cfs
e Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 207,125 cuft
Drainage area = 41.930 ac Curve number = 80.5*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.290 x 55) + (12.500 x 61) + (22.330 x 98) + (0.730 x 55) + (0.810 x 61) + (0.270 x 98)] / 41.930
post 1 to pond
Q (cfs) Hyd. No. 2 - 1 Year
120.00

100.00

80.00

¦ 60.00

40.00

20.00

0.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
pond 1 route
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No.
Reservoir name = 2 - post 1 to pond
= Pond 1
a Storage Indication method used. Wet pond routing start elevation = 1407.00 ft.
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
pond 1 route
Hyd. No. 3 - 1 Year
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 300
Hyd No. 3
Peak discharge = 2.505 cfs
Time to peak = 938 min
Hyd. volume = 159,849 cuft
Max. Elevation = 1409.27 ft
Max. Storage = 349,322 cuft
600 900 1200
Hyd No. 2
Wednesday, Sep 16, 2009
1500 1800 2100 2400 2700
711E I11111 Total storage used = 349,322 cuft
1 0.00
3000
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 4
post 1 bypass
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 9.440 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 4.245 cfs
Time to peak = 719 min
Hyd. volume = 12,306 cuft
Curve number = 59.9*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
" Composite (Area/CN) _ [(1.470 x 55) + (3.620 x 61) + (0.040 x 98) + (1.880 x 55) + (2.220 x 61) + (0.210 x 98)] / 9.440
¦
post l bypass
Q (cfs) Hyd. No. 4 -1 Year
5.00
4.00
¦
3.00
2.00
1.00
0.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4
¦
¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
post 1 total
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
Wednesday, Sep 16, 2009
Peak discharge = 4.939 cfs
Time to peak = 720 min
Hyd. volume = 172,155 cuft
Contrib. drain. area= 9.440 ac
post 1 total
Q (cfs) Hyd. No. 5 -- 1 Year
5.00
4.00
3.00
2.00
1.00
0.00
0 300 600 900 1200
Hyd No. 5 Hyd No. 3
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1500 1800
Hyd No. 4
2100 2400 2700
- 1 0.00
3000
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 7
2 pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 2.350 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip.
St
d
ti = 3.05 in
orm
ura
on = 24 hrs

* Composite (Area/CN) _ [(1. 730 x 55) + (0.530 x 61) + (0.070 x 85) + (0.020 x 98)] / 2.350

2 pre
Q (cfs) Hyd. No. 7 -- 1 Year
1 00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
Wednesday, Sep 16, 2009
Peak discharge = 0.602 cfs
Time to peak = 721 min
Hyd. volume = 2,316 cuft
Curve number = 57.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
j Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.740 ac
Basin Slope = 0.0%
Tc method = USER
Total precip.
St
d
ti = 3.05 in
orm
ura
on = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.594 cfs
Time to peak = 720 min
Hyd. volume = 1,947 cuft
Curve number = 58.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ ((0.790 x 55) + (0.950 x 61)] / 1.740
2 post
Q (cfs) Hyd. No. 8 - 1 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
r
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r
r
r
r
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r
r
r
r
r
r
r
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r
Hydrograph Report
Hydraflow Hydrographs by Intelisolve V9.1
Hyd. No. 10
3 pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
16.400 ac
0.0%
TR55
3.05 in
24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 1.872 cfs
Time to peak = 725 min
Hyd. volume = 13,074 cuft
Curve number = 55.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(16.290 x 55) + (0.110 x 98)] / 16.400
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 ' ' ' ' ' n I I I 1 I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
3 pre
Hyd. No. 10 -1 Year
j Hydrograph Report
Hydraflow Hydrographs by Intelisolve V9.1
Hyd. No. 11
3 post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 2.580 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs

Composite (Area/CN) = [(1. 000 x 55) + (1.580 x 61)] / 2.580

3 post
Q (cfs) Hyd. No. 11 --1 Year
1.00
0.90
0.80
0.70
0.60
0.50
' 0.40
0.30
0.20
0.10
0.00
Wednesday, Sep 16, 2009
Peak discharge = 0.950 cfs
Time to peak = 720 min
Hyd. volume = 3,003 cuft
Curve number = 58.7*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 13
4 pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.500 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.05 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.171 cfs
Time to peak = 723 min
Hyd. volume = 1,134 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(1.030 x 55) + (0.470 x 55)] / 1.500
4 pre
Q (cfs) Hyd. No. 13 --1 Year
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 14
4 post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.320 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.05 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.151 cfs
Time to peak = 723 min
Hyd. volume = 998 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ ((0.850 x 55) + (0.470 x 55)] / 1.320
r
4 post
Q (cfs) Hyd. No. 14 - 1 Year
0.50
0.45
0.40-
0.35
0.30
0.25
0.20
0.15
0.10
r
0.05
0.00
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14
Hydrograph (Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 0.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.574 cfs
Time to peak = 718 min
Hyd. volume = 1,157 cuft
Curve number = 76.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) _ [(0.170 x 61) + (0.120 x 98)] / 0.290
5 pre
Q (cfs) Hyd. No. 16 -- 1 Year
1.00
0.90
0.80
0.70
0.60-
0.50
0.40
0.30
0.20
0.10
0.00
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)
j Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 17
5 post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 0.120 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs

` Composite (Area/CN) = [(0.120 x 98)] / 0.120

Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
' 0.30
0.20
0.10
0.00
Wednesday, Sep 16, 2009
Peak discharge = 0.537 cfs
Time to peak = 717 min
Hyd. volume = 1,266 cuft
Curve number = 98*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
5 post
Hyd. No. 17 -- 1 Year
0 120 240 360
Hyd No. 17
480 600 720 840 960 1080
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1200
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
pre 1
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 36.590 ac
i Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 22.81 cfs
Time to peak = 724 min
Hyd. volume = 80,013 cuft
Curve number = 59.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.80 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) _ [(20.070 x 55) + (14.530 x 61) + (0.410 x 85) + (1.580 x 98)] / 36.590
pre 1
Q (cfs) Hyd. No. 1 - 2 Year
24.00
20.00
16.00
12.00
8.00
4.00
0.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
post 1 to pond
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 41.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs

Wednesday, Sep 16, 2009
Peak discharge = 142.57 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
287,861 cuft
80.5*
Oft
5.00 min
Type II
484
' Composite (Area/CN) _ [(5.290 x 55) + (12.500 x 61) + (22.330 x 98) + (0.730 x 55) + (0.810 x 61) + (0.270 x 98)] / 41.930
post 1 to pond
Q (cfs) Hyd. No. 2 - 2 Year
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
pond 1 route
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - post 1 to pond
Reservoir name = Pond 1
Wednesday, Sep 16, 2009
Peak discharge = 3.809 cfs
Time to peak = 900 min
Hyd. volume = 234,284 cuft
Max. Elevation = 1409.99 ft
Max. Storage = 396,619 cuft
Storage Indication method used. Wet pond routing start elevation = 1407.00 ft.
pond 1 route
t Q (cfs) Hyd. No. 3 - 2 Year
160.00

140
00
.

120
00
.

100
00
.

80
00
.

i 60
00
.

40
00
.

20
00
.

i
0 00
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 3 -Hyd No. 2 Total storage used = 396,619 cuft
3000
Time (min)
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 4
post l bypass
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 9.440 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 9.251 cfs
Time to peak = 719 min
Hyd. volume = 21,754 cult
Curve number = 59.9*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) = [(1.470 x 55) + (3.620 x 61) + (0.040 x 98) + (1.880 x 55) + (2.220 x 61) + (0.210 x 98)] / 9.440
post l bypass
Q (cfs) Hyd. No. 4 - 2 Year
10.00

8.00

6.00

4.00

2.00

0 00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
post 1 total
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 3, 4

Q (cfs)
12 00
10.00
8.00
i 6.00
4.00
2.00
0.00
Wednesday, Sep 16, 2009
Peak discharge = 10.50 cfs
Time to peak = 719 min
Hyd. volume = 256,038 cuft
Contrib. drain. area= 9.440 ac
post 1 total
Hyd. No. 5 - 2 Year
Q (cfs)
12.00
0 300 600 900 1200
Hyd No. 5 Hyd No. 3
r
10.00
8.00
6.00
4.00
2.00
1500 1800
Hyd No. 4
2100 2400 2700
-' 0.00
3000
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 7
2 pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 2.350 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 1.589 cfs
Time to peak = 720 min
Hyd. volume = 4,305 cuft
Curve number = 57.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(1.730 x 55) + (0.530 x 61) + (0.070 x 85) + (0.020 x 98)] / 2.350
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 1 I ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
2 pre
Hyd. No. 7 - 2 Year
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 post
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 1.740 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Composite (Area/CN) = [(0.790 x 55) + (0.950 x 61)] / 1.740
I

I
u

I

Wednesday, Sep 16, 2009
Peak discharge = 1.443 cfs
Time to peak = 719 min
Hyd. volume = 3,561 cuft
Curve number = 58.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 11 1 I i I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8
2 post
Hyd. No. 8 - 2 Year

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 10
3 pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 16.400 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip.
St
d
ti = 3.70 in
24 h
orm
ura
on =
rs
Wednesday, Sep 16, 2009
Peak discharge = 6.711 cfs
Time to peak = 723 min
Hyd. volume = 25,866 cuft
Curve number = 55.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(16.290 x 55) + (0.110 x 98)] / 16.400
3 pre
Q (cfs) Hyd. No. 10 - 2 Year
7.00
6.00
u
5.00
4.00
3.00
2.00
1.00
0.00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 11
3 post
Hydrograph type = SCS Runoff
r Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 2.580 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 2.236 cfs
Time to peak = 719 min
Hyd. volume = 5,442 cuft
Curve number = 58.7*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
i ` Composite (Area/CN) _ [(1.000 x 55) + (1.580 x 61)] / 2.580
3 post
Q (cfs) Hyd. No. 11 - 2 Year
3.00
2.00
1.00-
0.00
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

I Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 13
4 pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 1.500 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.638 cfs
Time to peak = 722 min
Hyd. volume = 2,263 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) _ [(1.030 x 55) + (0.470 x 55)] / 1.500
r
4 pre
r Q (cfs) Hyd. No. 13 - 2 Year
1.00
r
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
r
0.10
r
0.00
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13
r
r
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 14
4 post
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 1.320 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.562 cfs
Time to peak = 722 min
Hyd. volume = 1,991 cult
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) = [(0.850 x 55) + (0.470 x 55)] / 1.320
4 post
Q (cfs) Hyd. No. 14 - 2 Year
1.00

0.90

0.80

0.70
0.60
0.50
0.40
0.30
0.20

0.10

0.00
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.829 cfs
Time to peak = 718 min
Hyd. volume = 1,664 cuft
Curve number = 76.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(0.170 x 61) + (0.120 x 98)1/ 0.290
5 pre
Q (cfs) Hyd. No. 16 - 2 Year
1.00-
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 16
I Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. `I7
5 post
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.120 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.654 cfs
Time to peak = 717 min
Hyd. volume = 1,557 cuft
Curve number = 98*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(0.120 x 98)] 10.120
r
5 post
Q (cfs) Hyd. No. 17 - 2 Year
1.00
r
0.90
0.80
0.70
r 0.60
0.50
0.40
0.30
0.20
0.10
r
0.00
0 120 240 360
Hyd No. 17
480 600 720 840 960 1080
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1200
Time (min)
Hydrogreph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
pre 1
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 36.590 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 4.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 49.00 cfs
Time to peak = 723 min
Hyd. volume = 146,750 cuft
Curve number = 59.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.80 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = ((20.070 x 55) + (14.530 x 61) + (0.410 x 85) + (1.580 x 98)] / 36.590
pre 1
Q (cfs) Hyd. No. 1 - 5 Year
cn nr%
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 1 ' ' 1 I 1 11 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
post 1 to pond
Hydrograph type = SCS Runoff
' Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 41.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs

post 1 to pond
Hyd. No. 2 - 5 Year
* Composite (Area/CN) = [(5.290 x 55) + (12.500 x 61) + (22.330 x 98) + (0.730 x 55) + (0.810 x 61) + (0.270 x 98)] / 41.930
Q (cfs)
210.00

180.00
150.00

120.00

90.00

60.00

30.00

0.00
Q (cfs)
210.00
Wednesday, Sep 16, 2009
Peak discharge = 205.56 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
420,213 cult
80.5*
Oft
5.00 min
Type II
484
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)
180.00
150.00
120.00
90.00
60.00
30.00
¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
pond 1 route
Hydrograph type = Reservoir
' Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyd. No. =
i
=
R 2 - post 1 to pond
P
d 1
eservo
r name on

Storage Indication method used. Wet pond routing start elevation = 1407.00 ft.

pond 1 route
Q (cfs) Hyd. No. 3 -- 5 Year

210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
Wednesday, Sep 16, 2009
Peak discharge = 5.594 cfs
Time to peak = 880 min
Hyd. volume = 355,749 cuft
Max. Elevation = 1411.21 ft
Max. Storage = 484,243 cuft
0 300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 3 Hyd No. 2 Total storage used = 484,243 cuft
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
-1 0.00
3000
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Hyd. No. 4
post 1 bypass
Hydrograph type = SCS Runoff Peak discharge = 18.81 cfs
Storm frequency = 5 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 39,701 cuft
Drainage area = 9.440 ac Curve number = 59.9*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 4.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.470 x 55) + (3.620 x 61) + (0.040 x 98) + (1.880 x 55) + (2.220 x 61) + (0.210 x 98)] / 9.440
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 1 I ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
post l bypass
Hyd. No. 4 - 5 Year
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
?I post 1 total
Hydrograph type = Combine
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
Wednesday, Sep 16, 2009
Peak discharge = 21.98 cfs
Time to peak = 718 min
Hyd. volume = 395,449 cuft
Contrib. drain. area= 9.440 ac
post 1 total
¦ Q (cfs) Hyd. No. 5 - 5 Year
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 300 600 900 1200
Hyd No. 5 Hyd No. 3
1500 1800
Hyd No. 4
2100 2400 2700
1 0.00
3000
Time (min)
I Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 7
2 pre
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 2.350 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 4.70 in
Storm duration = 24 hrs
" Composite (Area/CN) = [(1.730 x 55) + (0.530 x 61) + (0.070 x 85) + (0.020 x 98)] / 2.350
2 pre
Q (cfs) Hyd. No. 7 -- 5 Year
4.00
3.00
2.00
1.00
0 00
Wednesday, Sep 16, 2009
Peak discharge = 3.562 cfs
Time to peak = 719 min
Hyd. volume = 8,183 cuft
Curve number = 57.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
¦

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 post
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 1.740 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 3.101 cfs
Time to peak = 718 min
Hyd. volume = 6,681 cuft
Curve number = 58.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
" Composite (Area/CN) = ((0.790 x 55) + (0.950 x 61)] / 1.740
Q (cfs)
4.00
3.00
2.00
1.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 1 1 . I i i 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
2 post
Hyd. No. 8 - 5 Year
j Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 10
3 pre
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 16.400 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 4.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 17.82 cfs
Time to peak = 722 min
Hyd. volume = 51,590 cuft
Curve number = 55.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ ((16.290 x 55) + (0.110 x 98)] / 16.400
3 pre
Q (cfs) Hyd. No. 10 - 5 Year
18.00
15.00
12.00
9.00
6.00
3.00
0.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 11
3 post
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 2.580 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 4.733 cfs
Time to peak = 718 min
Hyd. volume = 10,139 cuft
Curve number = 58.7*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(1.000 x 55) + (1.580 x 61)1/ 2.580
i
3 post
Q (cfs) Hyd. No. 11 - 5 Year
5.00
4.00
3.00
2.00
1.00
0.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 13
4 pre
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 1.500 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 4.70 in
Storm duration = 24 hrs

" Composite (Area/CN) = [(1. 030 x 55) + (0.470 x 55)] / 1.500
4 pre
Q (cfs) Hyd. No. 13 - 5 Year
2.00
1.00
0.00
Wednesday, Sep 16, 2009
Peak discharge = 1.702 cfs
Time to peak = 720 min
Hyd. volume = 4,544 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 14
4 post
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 1.320 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 4.70 in
Storm duration = 24 hrs
i
I

Wednesday, Sep 16, 2009
Peak discharge = 1.498 cfs
Time to peak = 720 min
Hyd. volume = 3,999 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
" Composite (Area/CN) = [(0.850 x 55) + (0.470 x 55)] / 1.320
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 11 i i I 1 1- -A 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
4 post
Hyd. No. 14 - 5 Year

FJ
11

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 pre
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 0.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 1.245 cfs
Time to peak = 718 min
Hyd. volume = 2,514 cuft
Curve number = 76.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
' Composite (Area/CN) = [(0.170 x 61) + (0.120 x 98)] / 0.290
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 16
5 pre
Hyd. No. 16 - 5 Year

I Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 17
5 post
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 0.120 ac
r Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.833 cfs
Time to peak = 717 min
Hyd. volume = 2,005 cuft
Curve number = 98*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
r ` Composite (Area/CN) = [(0.120 x 98)] / 0.120
r
r Q (cfs)
1.00
r
0
90
.
0
80
.
r 0
70
.
0
60
.
0
50
r
.
0
40
r
.
0
30
.
0
20
.
r
0
10
.
r
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 00
r 0 120 240 360
Hyd No. 17
r
5 post
Hyd. No. 17 - 5 Year
480 600 720 840 960 1080
1200
Time (min)
I
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Hyd. No. 1
r pre 1
Hydrograph type = SCS Runoff Peak discharge = 72.97 cfs
r Storm frequency = 10 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 208,034 cuft

r Drainage area = 36.590 ac Curve number = 59.6*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.80 min
Total precip. = 5.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) _ [(20.070 x 55) + (14.530 x 61) + (0.410 x 85) + (1.580 x 98)] / 36.590
r
pre 1
r Q (cfs) Hyd. No. 1 -- 10 Year
80.00
r
70.00
r
r 60.00
50.00
40.00
r 30.00
20.00
r
10.00
r
0 00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
r
r
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Hyd. No. 2
post 1 to pond
Hydrograph type = SCS Runoff Peak discharge = 256.57 cfs
Storm frequency = 10 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 529,456 cuft
Drainage area = 41.930 ac Curve number = 80.5*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) _ [(5.290 x 55) + (12.500 x 61) + (22.330 x 98) + (0.730 x 55) + (0.810 x 61) + (0.270 x 98)] / 41.930
post 1 to pond
Q (cfs) Hyd. No. 2 --10 Year
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)
r
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
pond 1 route
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - post 1 to pond
r Reservoir name = Pond 1
Wednesday, Sep 16, 2009
Peak discharge = 9.296 cfs
Time to peak = 819 min
Hyd. volume = 460,596 cuft
Max. Elevation = 1411.99 ft
Max. Storage = 543,560 cuft
Storage Indication method used. Wet pond routing start elevation = 1407.00 ft.
r
pond 1 route
Q (cfs) Hyd. No. 3 -- 10 Year
280.00
r
240.00
200.00
r
160.00
r
120.00
r
80.00
40.00
r
0.00
0 300 600 900 1200
Hyd No. 3 Hyd No. 2
r
r
1500 1800 2100 2400 2700
-11 L H Total storage used = 543,560 cuft
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
- L 0.00
3000
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Hyd. No. 4
post 1 bypass
Hydrograph type = SCS Runoff Peak discharge = 27.40 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 56,146 cuft
Drainage area = 9.440 ac Curve number = 59.9*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
' Composite (Area/CN) _ [(1.470 x 55) + (3.620 x 61) + (0.040 x 98) + (1.880 x 55) + (2.220 x 61) + (0.210 x 98)] / 9.440
post l bypass
Q (cfs) Hyd. No. 4 --10 Year
28.00
24.00
20.00
0.00 Q (cfs)
16.00
12.00
8.00
4.00-
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
i

¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
post 1 total
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
. Inflow hyds. = 3, 4
Wednesday, Sep 16, 2009
Peak discharge = 31.66 cfs
Time to peak = 718 min
Hyd. volume = 516,742 cuft
Contrib. drain. area= 9.440 ac
post 1 total
Q (cfs) Hyd. No. 5 -10 Year
35.00
30.00
f 25.00
20.00
15.00
10.00
5.00
0 00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 300 600 900 1200
Hyd No. 5 Hyd No. 3
r
1500 1800
Hyd No. 4
2100 2400 2700
1 0.00
3000
Time (min)
¦ ydrograph Report
¦ Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 7
¦ 2 pre
Hydrograph type = SCS Runoff
¦ Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 2.350 ac
¦ Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.49 in
Storm duration = 24 hrs

¦ * Composite (Area/CN) = [(1.730 x 55) + (0.530 x 61) + (0.070 x 85) + (0.020 x 98)] / 2.350

2 pre
¦ Q (cfs) Hyd. No. 7 --10 Year
6.00
¦
¦ 5.00
¦
4.00
¦
¦ 3.00
2.00
¦
¦ 1.00
0.00
Wednesday, Sep 16, 2009
Peak discharge = 5.382 cfs
Time to peak = 719 min
Hyd. volume = 11,799 cuft
Curve number = 57.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
¦ 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7
¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 1.740 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.49 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 4.625 cfs
Time to peak = 718 min
Hyd. volume = 9,573 cuft
Curve number = 58.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(0.790 x 55) + (0.950 x 61)] / 1.740
r
2 post
Q (cfs) Hyd. No. 8 - 10 Year
5.00
4.00
3.00
2.00
1.00
0 00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
I
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 10
3 pre
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 16.400 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.49 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 28.61 cfs
Time to peak = 721 min
Hyd. volume = 76,033 cuft
Curve number = 55.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
` Composite (Area/CN) _ [(16.290 x 55) + (0.110 x 98)] / 16.400
3 pre
Q (cfs) Hyd. No. 10 - 10 Year
30.00
25.00
20.00
15.00
10.00
5.00
0 00
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

yrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 11
3 post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 2.580 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.49 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 7.015 cfs
Time to peak = 718 min
Hyd. volume = 14,480 cuft
Curve number = 58.7*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(1.000 x 55) + (1.580 x 61)] / 2.580
Q (cfs)
8.00
6.00
4.00
2.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 ' . , I I ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
3 post
Hyd. No. 11 --10 Year
Hydrograph Report
Hydraflow Hydrographs by Intelisolve V9.1
Hyd. No. 13
4 pre
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 1.500 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.49 in
Storm duration = 24 hrs
Composite (Area/CN) = [(1.030 x 55) + (0.470 x 55)] / 1.500
4 pre
Q (cfs) Hyd. No. 13 -10 Year
3.00

i
2.00

1.00

0.00
Wednesday, Sep 16, 2009
Peak discharge = 2.735 cfs
Time to peak = 720 min
Hyd. volume = 6,719 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)
Hydrograph Report
i Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 14
i 4 post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 1.320 ac
Basin Slope = 0.0%
Tc method = TR55

i Total precip. = 5.49 in
Storm duration = 24 hrs

i * Composite (Area/CN) _ [(0.850 x 55) + (0.470 x 55)] / 1.320

4 post
i Q (cfs) Hyd. No. 14 --10 Year

3.00
i
i
i
2.00
i
i
1.00
i
i
0.00
Wednesday, Sep 16, 2009
Peak discharge = 2.407 cfs
Time to peak = 720 min
Hyd. volume = 5,912 cult
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
Q (cfs)
3.00
2.00
1.00
0.00
i 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 pre
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.49 in
Storm duration = 24 hrs
I * Composite (Area/CN) = [(0.170 x 61) + (0.120 x 98)] / 0.290
5 pre
Q (cfs) Hyd. No. 16 -10 Year
2.00
1.00
Q (cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 16 Time (min)
Wednesday, Sep 16, 2009
Peak discharge = 1.587 cfs
Time to peak = 718 min
Hyd. volume = 3,227 cuft
Curve number = 76.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 17
5 post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.120 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.49 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 0.975 cfs
Time to peak = 717 min
Hyd. volume = 2,359 cuft
Curve number = 98*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
` Composite (Area/CN) = [(0.120 x 98)] / 0.120
Q (Cfs)
1.00

0
90
.
0
80
.
0
70
.
0
60
.
0
50
.
0
40
.
0
30
.
0
20
.
0
10
.

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 00
0 120 240 360
Hyd No. 17
5 post
Hyd. No. 17 -- 10 Year
480 600 720 840 960
1080 1200
Time (min)
Hydrograph Report .
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
pre 1
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 36.590 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 109.27 cfs
Time to peak = 723 min
Hyd. volume = 302,024 cuft
Curve number = 59.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.80 min
Distribution = Type II
Shape factor = 484
' Composite (Area/CN) = [(20.070 x 55) + (14.530 x 61) + (0.410 x 85) + (1.580 x 98)] / 36.590
pre 1
Q (cfs) Hyd. No. 1 - 25 Year
120.00

100.00

80.00

60.00

40.00

20.00

0 00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
post 1 to pond
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 41.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 328.11 cfs
Time to peak = 717 min
Hyd. volume = 684,676 cuft
Curve number = 80.5*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(5.290 x 55) + (12.500 x 61) + (22.330 x 98) + (0.730 x 55) + (0.810 x 61) + (0.270 x 98)] / 41.930
post 1 to pond
Q (cfs) Hyd. No. 2 - 25 Year
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
0 120 240 360
Hyd No. 2
480 600 720 840 960
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
1080 1200 1320
Time (min)

ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
pond 1 route
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - post 1 to pond
t Reservoir name = Pond 1

Storage Indication method used. Wet pond routing start elevation = 1407.00 ft.

pond 1 route
Q (cfs) Hyd. No. 3 - 25 Year
350.00
300.00
250.00
200.00
150.00
100.00
50.00
r
0 00
Wednesday, Sep 16, 2009
Peak discharge = 24.51 cfs
Time to peak = 752 min
Hyd. volume = 612,932 cuft
Max. Elevation = 1412.80 ft
Max. Storage = 609,140 cuft
0 300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 3 Hyd No. 2 1 Total storage used = 609,140 cuft
r
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
-1 0.00
3000
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 4
post 1 bypass
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 9.440 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 40.33 cfs
Time to peak = 718 min
Hyd. volume = 81,329 cuft
Curve number = 59.9*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(1.470 x 55) + (3.620 x 61) + (0.040 x 98) + (1.880 x 55) + (2.220 x 61) + (0.210 x 98)] / 9.440
Q (cfs)
50.00
post l bypass
Hyd. No. 4 - 25 Year
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
post 1 total
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
Wednesday, Sep 16, 2009
Peak discharge = 46.28 cfs
Time to peak = 718 min
Hyd. volume = 694,261 cuft
Contrib. drain. area= 9.440 ac
post 1 total
Q (cfs) Hyd. No. 5 - 25 Year
50.00
40.00
30.00
¦ 20.00
10.00
0.00
0 300 600 900 1200
Hyd No. 5 Hyd No. 3
r
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1500 1800
Hyd No. 4
2100 2400 2700
1 0.00
3000
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 7
2 pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 2.350 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 8.152 cfs
Time to peak = 719 min
Hyd. volume = 17,403 cuft
Curve number = 57.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(1.730 x 55) + (0.530 x 61) + (0.070 x 85) + (0.020 x 98)] / 2.350
2 pre
Q (Cfs) Hyd. No. 7 -- 25 Year
10.00
8.00
6.00
4.00-
2.00
0.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 1.740 ac
¦ Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs

Composite (Area/CN) = [(0.790 x 55) + (0.950 x 61)] / 1.740

2 post
Q (cfs) Hyd. No. 8 -- 25 Year
7.00
6.00
r 5.00
4.00
i
3.00
2.00
1.00
0 00
Wednesday, Sep 16, 2009
Peak discharge = 6.934 cfs
Time to peak = 718 min
Hyd. volume = 14,040 cuft
Curve number = 58.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 10
3 pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 16.400 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs

Composite (Area/CN) = [(16.290 x 55) + (0.110 x 98)] / 16.400
3 pre
Q (cfs) Hyd. No. 10 - 25 Year
50.00
40.00
30.00
' 20.00
10.00
0.00
Wednesday, Sep 16, 2009
Peak discharge = 45.35 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
721 min
114,418 cuft
55.3*
Oft
10.60 min
Type II
484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10
¦
¦ Hydrograph Report
¦ Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 11
3 post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 2.580 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 10.47 cfs
Time to peak = 718 min
Hyd. volume = 21,168 cuft
Curve number = 58.7*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
' Composite (Area/CN) = [(1.000 x 55) + (1.580 x 61)] / 2.580
3 post
Q (cfs) Hyd. No. 11 - 25 Year
12.00

10.00

8.00

6.00

4.00
i
2.00

0 00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
¦
¦ IHydrograph Report
1 Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 13
4 pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 1.500 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs

Composite (Area/CN) = [(1. 030 x 55) + (0.470 x 55)] / 1.500
I
4 pre
Q (cfs) Hyd. No. 13 - 25 Year
5.00
4.00
3.00
2.00
1.00
0.00
Wednesday, Sep 16, 2009
Peak discharge = 4.333 cfs
Time to peak = 720 min
Hyd. volume = 10,139 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13
¦
I
I Hydr®graph Report
. Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 14
i 4 post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 1.320 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs

Composite (Area/CN) = [(0.850 x 55) + (0.470 x 55)] / 1.320

4 post
Q (cfs) Hyd. No. 14 - 25 Year
4.00
3.00
i 2.00
1.00
0 00
Wednesday, Sep 16, 2009
Peak discharge = 3.813 cfs
Time to peak = 720 min
Hyd. volume = 8,922 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
0 Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 0.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
i * Composite (Area/CN) _ ((0.170 x 61) + (0.120 x 98)] 10.290
5 pre
Q (cfs) Hyd. No. 16 - 25 Year
3.00
2.00
1.00
Q (cfs)
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 16 Time (min)
Wednesday, Sep 16, 2009
Peak discharge = 2.068 cfs
Time to peak = 718 min
Hyd. volume = 4,252 cuft
Curve number = 76.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 17
?j 5 post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 0.120 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs

" Composite (Area/CN) = f (0. 120 x 98)) 10.120

Q (cfs)

2.00
1.00
0 00
Wednesday, Sep 16, 2009
Peak discharge = 1.170 cfs
Time to peak = 717 min
Hyd. volume = 2,849 cuft
Curve number = 98*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
5 post
Hyd. No. 17 -- 25 Year
0 120 240 360
Hyd No. 17
480 600 720 840 960 1080
Q (cfs)
2.00
1.00
-11, 0.00
1200
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
pre 1
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 36.590 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 7.46 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 140.63 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
723 min
384,175 cult
59.6*
Oft
14.80 min
Type II
484
" Composite (Area/CN) = [(20.070 x 55) + (14.530 x 61) + (0.410 x 85) + (1.580 x 98)] / 36.590
I
Q (cfs)
160.00
i
140.00
pre 1
Hyd. No. 1 -- 50 Year
120.00
1
100.00
80.00
60.00
40.00
20.00
I

120.00
100.00
80.00
60.00
40.00
20.00
0.00 ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Q (cfs)
160.00
140.00
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
post 1 to pond
Hydrograph type = SCS Runoff
¦ Storm frequency = 50 yrs
¦ Time interval = 1 min
Drainage area = 41.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip.
ti
d
St = 7.46 in
= 24 hrs
ura
on
orm

Wednesday, Sep 16, 2009
Peak discharge = 386.06 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
" Composite (Area/CN) = [(5.290 x 55) + (12.500 x 61) + (22.330 x 98) + (0.730 x 55) + (0.810 x 61) + (0.270 x 98)] / 41.930

post 1 to pond
Q (cfs) Hyd. No. 2 - 50 Year
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
717 min
812,680 cuft
80.5*
Oft
5.00 min
Type II
484
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 120 240 360
Hyd No. 2
480 600 720 840 960
0.00
1080 1200 1320
Time (min)
¦
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
pond 1 route
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - post 1 to pond
Reservoir name = Pond 1

Storage Indication method used. Wet pond routing start elevation = 1407.00 ft.

pond 1 route
Q (cfs) Hyd. No. 3 - 50 Year
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
Wednesday, Sep 16, 2009
Peak discharge = 58.89 cfs
Time to peak = 728 min
Hyd. volume = 739,641 cuft
Max. Elevation = 1413.27 ft
Max. Storage = 648,552 cuft
0 300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 3 Hyd No. 2 Total storage used = 648,552 cuft
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
-1 0.00
3000
Time (min)
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve V9,1 Wednesday, Sep 16, 2009
Hyd. No. 4
post l bypass
Hydrograph type = SCS Runoff Peak discharge = 51.43 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 103,315 cuft
Drainage area = 9.440 ac Curve number = 59.9*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 7.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) _ [(1.470 x 55) + (3.620 x 61) + (0.040 x 98) + (1.880 x 55) + (2.220 x 61) + (0.210 x 98)] / 9.440
post 1 bypass
Q (cfs) Hyd. No. 4 - 50 Year
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
g Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
post 1 total
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
Wednesday, Sep 16, 2009
Peak discharge = 71.51 cfs
Time to peak = 724 min
Hyd. volume = 842,956 cuft
Contrib. drain. area= 9.440 ac
post 1 total
Q (cfs) Hyd. No. 5 -- 50 Year
80.00

70.00

60.00

50.00
40.00
30.00
20
00
.

10.00

0 00
0 300 600 900 1200
Hyd No. 5 Hyd No. 3
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
1500 1800
Hyd No. 4
2100 2400 2700
1 0.00
3000
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 7
2 pre
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 2.350 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 7.46 in
Storm duration = 24 hrs

Composite (Area/CN) = [(1. 730 x 55) + (0.530 x 61) + (0.070 x 85) + (0.020 x 98)] / 2.350

2 pre
Q (cfs) Hyd. No. 7 -- 50 Year
12.00
10.00
8.00
6.00
4.00
2.00
0 00
Wednesday, Sep 16, 2009
Peak discharge = 10.55 cfs
Time to peak = 719 min
Hyd. volume = 22,339 cuft
Curve number = 57.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 1.740 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
* Composite (Area/CN) = ((0.790 x 55) + (0.950 x 61)] / 1.740
Q (cfs)
10.00
8.00
6.00
4.00
2.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
2 post
Hyd. No. 8 - 50 Year
Wednesday, Sep 16, 2009
Peak discharge = 8.929 cfs
Time to peak = 718 min
Hyd. volume = 17,964 cuft
Curve number = 58.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type 11
Shape factor = 484
r Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 10
3 pre
Hydrograph type = SCS Runoff
¦ Storm frequency = 50 yrs
¦ Time interval = 1 min
Drainage area = 16.400 ac
Basin Slope = 0.0%
Tc method = TR55

r Total precip.
ti
St
d = 7.46 in
= 24 h
ura
orm
on rs

` Composite (Area/CN) = [(16.290 x 55) + (0.110 x 98)] / 16.400
r
3 pre
Q (cfs) Hyd. No. 10 - 50 Year
70.00
r
60.00

50.00

40.00
r
30.00
r
20.00
10.00
r
0 00
Wednesday, Sep 16, 2009
Peak discharge = 60.05 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
721 min
148,566 cult
55.3*
Oft
10.60 min
Type II
484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
r
r
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 11
3 post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 2.580 ac
Basin Slope = 0.0%
Tc method = USER
Total precip.
ti
St
d = 7.46 in
= 24 h
orm
ura
on rs

Composite (Area/CN) _ [(1.000 x 55) + (1.580 x 61)1/ 2.580

3 post
I Q (cfs) Hyd. No. 11 - 50 Year

14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Wednesday, Sep 16, 2009
Peak discharge = 13.44 cfs
Time to peak = 718 min
Hyd. volume = 27,034 cuft
Curve number = 58.7*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 13
4 pre
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 1.500 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 7.46 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 5.736 cfs
Time to peak = 720 min
Hyd. volume = 13,185 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) _ [(1.030 x 55) + (0.470 x 55)] / 1.500
4 pre
Q (cfs) Hyd. No. 13 -- 50 Year
6.00
5.00
4.00
3.00
2.00
1.00
0.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 14
4 post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 1.320 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 7.46 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 5.048 cfs
Time to peak = 720 min
Hyd. volume = 11,603 cuft
Curve number = 55*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(0.850 x 55) + (0.470 x 55)] / 1.320
4 post
Q (cfs) Hyd. No. 14 -- 50 Year
6.00
5.00
4.00-
3.00
2.00
1.00
0 00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 pre
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 0.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 2.466 cfs
Time to peak = 717 min
Hyd. volume = 5,105 cult
Curve number = 76.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) _ [(0.170 x 61) + (0.120 x 98)] / 0.290
i
5 pre
Q (cfs) Hyd. No. 16 -- 50 Year
3.00
2.00
1.00
n nn
Q (cfs)
3.00
2.00
1.00
0 120 240 360
Hyd No. 16
480 600 720 840 960
0.00
1080 1200 1320
Time (min)

I Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 17
5 post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 0.120 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 1.327 cfs
Time to peak = 717 min
Hyd. volume = 3,244 cuft
Curve number = 98*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) = [(0.120 x 98)] / 0.120
Q (cfs)
2.00
1.00
i
i
Q (cfs)
2.00
1.00
0.00 0 00
0 120 240 360
Hyd No. 17
5 post
Hyd. No. 17 - 50 Year
480 600 720 840 960 1080
1200
Time (min)
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
pre 1
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 36.590 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.37 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 174.90 cfs
Time to peak = 722 min
Hyd. volume = 473,788 cuft
Curve number = 59.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.80 min
Distribution. = Type 11
Shape factor = 484
* Composite (Area/CN) = [(20.070 x 55) + (14.530 x 61) + (0.410 x 85) + (1.580 x 98)] / 36.590
pre 1
Q (cfs) Hyd. No. 1 -- 100 Year
180.00

160.00

140.00

120.00

100.00

80.00

60.00

40.00

20.00

0 00
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
post 1 to pond
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 41.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(5.290 x 55) + (12.500 x 61) + (22.330 x 98) + (0.730 x 55) + (0.810 x 61) + (0.270 x 98)] / 41.930
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
post 1 to pond
Hyd. No. 2 - 100 Year
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 120 240
Hyd No. 2
Wednesday, Sep 16, 2009
Peak discharge = 445.99 cfs
Time to peak = 717 min
Hyd. volume = 946,863 cuft
Curve number = 80.5*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
360 480 600 720 840 960
0.00
1080 1200 1320
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
pond 1 route
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - post 1 to pond
Reservoir name = Pond 1

Storage Indication method used. Wet pond routing start elevation = 1407.00 ft.
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
pond 1 route
Hyd. No. 3 - 100 Year
Wednesday, Sep 16, 2009
Peak discharge = 118.34 cfs
Time to peak = 725 min
Hyd. volume = 872,702 cuft
Max. Elevation = 1413.87 ft
Max. Storage = 700,354 cuft
0 240
Hyd No. 3
480 720 960
Hyd No. 2
1200 1440 1680 1920 2160
! I 1 ` ; Total storage used = 700,354 cult
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
-.+- 0.00
2400
Time (min)

I Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 4
post 1 bypass
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 9.440 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Composite (Area/CN) = [(1.470 x 55) + (3.620 x 61) + (0.040 x 98) + (1.880 x 55) + (2.220 x 61) + (0.210 x 98)] / 9.440
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
post l bypass
Hyd. No. 4 - 100 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
Wednesday, Sep 16, 2009
Peak discharge = 63.36 cfs
Time to peak = 718 min
Hyd. volume = 127,279 cuft
Curve number = 59.9*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
¦ post 1 total
Hydrograph type = Combine
¦ Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 3, 4

¦
¦
¦
Q (cfs)
160.00
¦
140.00
¦
120.00
¦ 100.00
80.00
¦ 60.00
40.00
¦
20.00
¦
0 00
post 1 total
Hyd. No. 5 - 100 Year
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 240
Hyd No. 5
¦
Peak discharge = 143.08 cfs
Time to peak = 723 min
Hyd. volume = 999,981 cuft
Contrib. drain. area= 9.440 ac
480 720 960
Hyd No. 3
Wednesday, Sep 16, 2009
1200 1440
Hyd No. 4
1680 1920 2160
Mot- 0.00
2400
Time (min)
F1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 7
2 pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 2.350 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.37 in
Storm duration = 24 hrs
Composite (Area/CN) = [(1.730 x 55) + (0.530 x 61) + (0.070 x 85) + (0.020 x 98)] / 2.350

Q (cfs)
14.00

12.00
10.00

8.00

6.00

4.00

2.00

0.00
2 pre
Hyd. No. 7 -100 Year
Wednesday, Sep 16, 2009
Peak discharge = 13.15 cfs
Time to peak = 719 min
Hyd. volume = 27,753 cuft
Curve number = 57.6*
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 1.740 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Composite (Area/CN) _ [(0.790 x 55) + (0.950 x 61)1/ 1.740
2 post
Q (cfs) Hyd. No. 8 --100 Year
12.00
10.00
8.00
6.00
4.00-
2.00
n nn
Wednesday, Sep 16, 2009
Peak discharge = 11.08 cfs
Time to peak = 718 min
Hyd. volume = 22,258 cuft
Curve number = 58.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 10
3 pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 16.400 ac
Basin Slope = 0.0%
Tc method = TR55
r Total precip. = 8.37 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 76.11 cfs
Time to peak = 721 min
Hyd. volume = 186,271 cuft
Curve number = 55.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
r ' Composite (Area/CN) _ [(16.290 x 55) + (0.110 x 98)] / 16.400
3 pre
Q (cfs) Hyd. No. 10 - 100 Year
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 11
3 post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 2.580 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 16.66 cfs
Time to peak = 718 min
Hyd. volume = 33,449 cuft
Curve number = 58.7*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
" Composite (Area/CN) _ ((1.000 x 55) + (1.580 x 61)] ! 2.580
3 post
Q (cfs) Hyd. No. 11 --100 Year
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Hyd. No. 13
4 pre
Hydrograph type = SCS Runoff Peak discharge = 7.269 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 16
552 cuft
Drainage area = 1.500 ac Curve number = ,
55*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.50 min
Total precip. = 8.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(1. 030 x 55) + (0.470 x 55)] / 1.500

4 pre
Q (cfs) Hyd. No. 13 - 100 Year Q (cfs)

8.00
6.00
4.00
¦
2.00
0.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13
i Hydrograph Report
i Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Sep 16, 2009
Hyd. No. 14
i 4 post
Hydrograph type = SCS Runoff Peak discharge = 6.397 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 14,566 cuft
Drainage area = 1.320 ac Curve number = 55*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.70 min
Total precip. = 8.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
¦ * Composite (Area/CN) _ [(0.850 x 55) + (0.470 x 55)111.320
i
4 post
Q (cfs) Hyd. No. 14 - 100 Year
7.00
6.00
i 5.00
4.00
3.00
i 2.00
' 1.00
0 00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
¦
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
0.290 ac
0.0%
USER
8.37 in
24 hrs
Composite (Area/CN) = [(0.170 x 61) + (0.120 x 98)] / 0.290
Q (cfs)
3.00
5 pre
Hyd. No. 16 - 100 Year
2.00
1.00
Wednesday, Sep 16, 2009
Peak discharge = 2.879 cfs
Time to peak = 717 min
Hyd. volume = 6,005 cuft
Curve number = 76.3*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
0.00 ' '
0 120 240
Hyd No. 16
360 480 600 720 840 960
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320
Time (min)
¦ Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 17
5 post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.120 ac
Basin Slope = 0.0%
Tc method = USER
¦ Total precip. = 8.37 in
¦ Storm duration = 24 hrs
Wednesday, Sep 16, 2009
Peak discharge = 1.490 cfs
Time to peak = 717 min
Hyd. volume = 3,652 cuft
Curve number = 98*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(0.120 x 98)] / 0.120
Q (cfs)
2.00
1.00
¦
Q (cfs)
2.00
1.00
0.00 0 00
0 120 240 360
Hyd No. 17
5 post
Hyd. No. 17 - 100 Year
480 600 720 840 960 1080
1200
Time (min)
i

Appendix C
Drainage Area Maps

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Appendix E

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Calculations for Water Quality

Project Name:
Project Number:
Date:
Pond #
Wet Pond Surface Area Calculation
Drainage Area
Impervious Area
Permanent Pool Elevation
Pond Surface Area
Permanent Pool Volume (Vp)
% Impervious (la)
Average Depth of Permanent Pool
Min Surface Area Ratio
Actual Surface Area Ratio
Treated Runoff Volume
Rd =
Rv=0.05+0.9*la=
Vr=3630*Rd*Rv*A=
Vt=Vp+Vr
Minimum Elevation
Volume @ Minimum Elevation
Vomume Avalible (Va) =
A =(Volume/t) / (0.6 x (64.4 x h / 3)^0.5)
Where,
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
9/16/2009
1
41:93 Acres
23.06 Acres
1407.00 FT
48297 SF
217060 CF
55.0%
4.49 FT
2.50
2.64
1.0
0.545
82947 CF
300,007 CF
1408.50` FT
301443 CF
84383 CF
Table 10-3 (90% TSS Removal)
Average Permanent Pool Depth
%impervious 4.00 4.49 4:50
50% 2:50 2.30 2:30
55.0% 2.65 2.50 2.50
60% 2.80 2.70 2.70
Volume = (from above) (cf) _
t = 172800 sec (48 hours)
h = average head on orifice centroid (ft)
h = ( 1408.50 - 1407.00) _
84,383 cf
1.5 ft
A = 0.143 sq feet or, 20.65 sq inches
Using the formula for area of a circle and solving for the diameter,
A = 3.1416 (dia)^2/4
dia=(A*4/3.1416)"0.5
dia = 5.13 inches
Design 5.13 inch Diameter Orifice at Inv Elev = 1407.00
Actual 5.00; inch Diameter Orifice at Inv Elev = 1407:00
Permit

I
(to be provided by DWQ)
AV_ •' O?O? WAT?9pG
? v
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
L PROJ , j„ FD ATION ?
Project name Grandview Station wth 'Aal-Mart Supencenter #f 1694-05
Contact person Bo Murphy
Phone number 843-654-7868
Date 9/1 612 0 0 9
Drainage area number 1 - Pond 1
1L DESIGN, .t}Rh?ATiON
Site Characteristics
Drainage area 1,626,471 ff
Impervious area, post-development 1,004,493,fe
% impervious 55.00 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 300,007 ft3 OK
V
l
id
d 3
4
ume prov
o
e 3 ft
301,4
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5' runoff volume ft3
Pre-development 1-yr, 24-hr runoff if
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided to
Peak Flow Calculations
Is the prelpost control of the 1 yr 24hr stone peak flow required?
Y (Y or N)
1-yr, 24-hr rainfall depth 3.1 in
Rational C, pre-development 0.35 (unitless)
Rational C, post-development 0.61 (unitless)
Rainfall intensity: l-yr, 24-hr storm 0.13 inthr OK
Pre-development 1-yr, 24-hr peak flow 9.68 ft3/sec
Post-development 1-yr, 24-hr peak flow 2.51 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control -7.17 ff3/sec
Elevations
Temporary pool elevation
Permanent pool elevation 1408.50 fmsl
1407.00 fmsl
SHWT elevation (approx. at the perm. pool elevation) 1390.00: imsl
Top of 1 Oft vegetated shelf elevation 1407.50 fmsl
Bottom of 10ft vegetated shelf elevation 1406.50 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond) 1399.00 imsl
Sediment cleanout, bottom elevation 1398.00 imsl Data not needed for calculation option #1, but OK if provided.
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool? N (Y or N)
Elevation of the top of the additional volume fmsl

Form SW401-Wet Detention Basin-Rev.7-8113/09 Parts I. & H. Design Summary, Page 1 of 2
I
Permit No.
(to be provided by DWQ)
I
ll. DESIGN I FORMAT-10
- A
Mountain/Piedmont SANA Table Used? Y (Y or N)
Form SW401-Wet Detention Basin-Rev.7-8/13/09 Parts I. & II. Design Summary, Page 2 of 2
Surface Areas
Area, temporary pool 60,575 fe
Area REQUIRED, permanent pool 48,219 ft
SAIDA ratio 2.64 (unitless)
Area PROVIDED, permanent pool, Ar,„
,d 48,297 ft O K
_
Area, bottom of 10ft vegetated shelf, Abd snir 41,662 ft
Area, sediment cleanout top
elevation (bottom of pond), AbdL ,
11,870 ft
Volumes

Volume, temporary pool 301
,443 fO
OK

Volume, permanent pool, VP,,, 217,
060 f6
ays if
Volume, forebay (sum of foreb more than one forebay)
45,648 f?
001
Foeebay % of permanent p volume
21.0% %
OK
SAIDA Table Data

Design TSS removal 90 %

Coastal SAIDA Table Used? N (Y or N)
SAIDA ratio 2.64 (unitless)
Average depth (used in SAIDA
table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, vp-J)w 217,060 ft' OK
Area provided, permanent pool, Ap , _xd 48,297 e OK

Average depth calculated 4.49
ft
AIDA,
Average depth used in S d.„ (Round to nearest 0.5ft)
4.5 ft
NAM
Calculation option 2 used?
(See Figure 10-2b) N (Y or N)
Area provided, permanent pool, Ap,°,_ ft
Area, bottom of 10ft vegetated shelf, Aba_"nal f
Area, sediment cleanout top elevation (bottom of pond), Ab?„d fe
'Depth' (distance b/w bottom of 1Oft shelf and top of sediment) ft
d
Average depth calculate ft
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) ft
Drawdown Calculations

Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 5.00 in
Area of orifice (if-non-circular) in'

Coefficient of discharge (C
D)
0:60 (unitless)

Driving head (H,) 1.50
ft

Drawdown through weir? N (Y
or N)

Weir type (
unitless)

Coefficient of discharge (CW) (
unitless)

Length of weir (L) ft

Driving head (H) It
Pre development 1-yr, 24-hr peak flow 9.68 fP/sec OK
Post development 1-yr, 24-hr peak flow 2.51 ft'/sec OK
Storage volume discharge rate (through discharge orifice or weir) 0.49 ft'/sec
Storage volume drawdown time 2.00 days OK draws down in 2-5 days.
low
Additional Information

Vegetated side slopes 3.:1 OK

Vegetated shelf slope 10 :1 OK

Vegetated shelf width 10.0 it
' OK

Length of flowpath to width rat
o 3 :1 OK

Length to width ratio 5.3 :1 OK

Trash rack for overflow & orific
e? Y (Y or N)
OK

Freeboard provided 1.1
ft
OK

Vegetated filter provided? N (Y
or N)
OK

Recorded drainage easement
provided?
Y (Y or N)
OK
build-out? all runoff at ultimate -out? Y (Y or N) OK

Drain mechanism for mainten or emergencies
ance
6' drawdown pipe with gate valve

Appendix F
Rainfall Data
Precipitation Frequency Data Server

POINT PRECIPITATION
1 FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
MARION, NORTH CAROLINA (31-5340) 35.6631 N 82.0292 W 1420 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, MYekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted, Tue Aim 25 2rvw
Confidence Limits seasonality Location Maps Other Info. GIS data Maps Docs

Precipitation Frequency Estimates (inches)
ARI 5 10 1115 11 30 11 60 120 12 10 11 20 30 11 45 11 60
* - 3 hr 6 hr - 24 hr 48 hr 44 aav 77 eav
(years) min min min min min min
1-d-y 11 hr d di
0.38 0.60 0.75 1.03 1.29 1.50 1.61 2.04 2.58 3.11 3.75 4.23 4.96 5.67 7.55 9.35 11.84 14.1:
0.45 0.72 0.90 1.25 1.56 1.83 1.96 2.45 3.11 3.77 4.52 5
0 .09 5.94 6.76 8.94 11.00 13.84 16.41
0 0.54 0.86 1.08 1.54 1.98 2.32 2.48 3.05 3.85 4.79 5.69 631 7.25 8.13 10.57 12.69 15.66 18.4;
10 0.60 0.96 1.22 1.76 2.30 2.72 2.90 3.56 4.44 5.59 6.59 7.27 8.25 9.17 11.82 13.93 17.02 20.01
25 0.69 1.10 1.39 2.06 2.75 3.29 3.53 4.31 5.29 6.71 7.84 8.57 9.60 10.54 13.48 15.52 18.73 21.9:
50 0.76 1.20 1.52 2.30 3.11 3.76 4.07 4.95 F59-9T7 61 8.83 9.61 10.65 11.59 14.78 16.72 20.00 23.3:
1 1- 100 0.82 1.31 1.66 2.53 3.49 4.26 4.64 5.66 6.72 8.54 9.85 10.66 11.72 12.65 16.07 17.87 21.21 24.71
200 0.89 1.41 1.78 2.78 3.90 4.80 5.28 6.44 7.51 9.51 10.91 11.75 12.80 13.71 17.37 19.00 22.39 26.01
F5001 F98 F155 F196 F 11 ]Ej] 6 217
9.60 11.987112 37 13 25] F14 28 F19 10 5 13.54 14.46 15.42 16.26 20.43 21.5461 F23 88] 27 6
00 1.05 1.66 2.08 3.38 4.93 6.23 7.01 760
0
5 25.00 28.8'
These precipitation frequency estimates are based on a partial duration series. ARI Is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Documerd for more information. NOTE Formatting forces estimates near zem In appear as zero.
I

I 2

Return to
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI [4F 10 15 Z3? 60 120 3 6 12 24 48 4 7 10 20 30 45 60

ears min min min min hr hr hr hr hr der der der der der der der
v ????????0000000
1? 0.41 0.66 0.83 1.14 1.42 1.65 1.79 2.24 2.82 3.37
4.03 5.3
4.56 3 6.08 8.05 9.89
12.46 14.82
0 0.49 0.79 0.99 1.37 1.72 2.01 2.17 2.69 3.40 4.09 4.87 5.48 6.39 7.24 9.52 11.64 14.57 1730
5 0.59 0.94 1.19 1.70 2.17 2.55 2.74 3.35 4.20 5.20 6.12 6.79 7.78 8.70 11.26 13.42 16.49 19.43
10 0.66 1.06 1.34 1.94 2.52 2.99 3.21 3.90 4.86 6.06 7.10 7.82 8.87 9.82 12.59 14.75 17.92 21.02
25 0.76 1.21 1.53 2.27 3.02 3.62 3.91 4.73 5.79 7.27 8.45 9.22 10.3-1]F11--28]F14--39]F16--4-3] 19.73 23.05
50 0.83 1.33 1.68 2.53 I 3.-1 43 4.14 4.51 5.44 6.57 8.25 9.53 10.35 11.46 12.43 15.78 17.72 21.09 24.56
100 0.91 1.44 1.82 2.80 3.85 4.71 5.16 6.24 7.40 9.28 10.65 11.50 12.62 13.58 17.18 18.97 22.39 26.02
200 0.99 1.57 1.98 3.08 4.32 5.32 5.89 7.13 8.30 10.34 11.82 12.70 13.81 14.74 18.60 20.21 23.68 27.42
500 1.09 1.73 2.18 3.47 4.98 6.23 6.99 8.48 9.63 11.84 13.45 14.39 15.46 16.31 20.51 21.80 25.31 29.20
1000 1.19 1.87 2.34 3.79 5.54 7.01 7.93 9.65 10.76 13.06 14.78 15.75 16.75 17.57 22.00 23.01 26.54 30.54
_ i ire upper ooum w me comoence rnrerva ai au7. conndence (ever is me value wmcn b% of me simulated quartile values for a given frequency are greater than.
"These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI* j 5? 10 15 30 60 120 3?F
12 24 48 4
7 1 2 3
4 6
]
F
F-1
y
hr
ears min 11 min min min mm mm hr hr hr hr
d
er
ery der der der 11 dd.y 11 der
Y
=FO .34 0.550.69 0.94 1.17 1.36 1.47 1.87 2.37 2.88 3.48 3.94 4.65 5.33 7.11 8.84 11.24 13.43
? 0.41 0.66 0.82 1.14 1.43 1.66 1.78 2.25 2.85 3.50 4.21 4.75 5.57 6.36 8.42 10.40 13.14 15.66
0 0.49 0.78 0.98 1.40 F-7-91E!12 .25 2.78 3.52 4.43 5.29 5.88 6.78 7.64 9.94 11.97 14.86 17.57
10 0.55 0.87 1.10 1.60 2.08 2.46 2.62 3.24 4.06 5.17 6.12 6.75 7.71 8.60 11.10 13.15 16.13 19.01
25 0.62 0.99 1.25 1.86 2.47 2.95 3.16 3.89 4.80 6.16 7.23 7.93 8.94 9.85 12.62 14.62 17.73 20.80
50 0.68 1.08 1.36 2.06 2.78 3.35 3.62 4.43 5.41 6.95 8.11 8.86 9.89 10.82 13.78 15.71 18.90 22.13
100 0.73 1.16 1.47 2.25 3.10 3.77 4A8 5.01 6.03 7.76 8.99 9.78 10.84 11.77 14.94 16.75 20.00 23.37
F1 ] 00 0.79 1.25 1.57 2.45 3.43 4.21 4.59 5.63 6.67 8.62 9.91 10.72 11.79 12.70 16.07 17.77 21.08 24.57
500 0.85 1.35 1.70 2.70 3.88 4.82 5.31 682 7.58 F97-8-T1 115 12 01 13.05 13.93 17.60 19.05 22.42 26.06
1000 1 1.43 1.79 2.90 4.23 5.32 5.41 7.27 8.32
10-69F 0.9 .11 13.03 14.03 14.90 18.74 20.01 23.41 27.15
n ne lower tround or the continence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
Page 1 of 3
http://hdse.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statena... 8/25/2009

Precipitation Frequency Data Server
-These precipitation frequency estimates are based on a partial duration marima series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables I
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.6631 N 82.0292 W 1420 ft
29
28
27
26
25
24
23 )
22
C 21
.. 20 .._.._.. i
t 19 ...:...,____.. ,.
a 18
P1 16 ..,...r,...,: i i
C 15 Yr^ =
0 14 ....,...,,:...
13
10
0 9
w 8
L -
0 7 '
6
5
4
3
1
0
1 2 5 10 25 50 100 200 500 1000
Average Recurrence Interval (years)
Tue Aug 25 16:59:25 2009
Duration
5-min ; , - •-- 48-hr -x--- 30-day -x-
10-min + 3-hr - 4-day -
15-min -+- 6->':r• -?- 7-day -?- 60-day -W--
30-min $- 12-hr + 10-day +
60-min -x-- 24-hr -a-- 20-day e-
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.6631 N 82.0292 W 1420 ft
29
28 -
27
26
25
24 1- I
23
c 22
21
20
.r 19
Q 18 i I
m 17
a 16 i
0 14 I I -
a 13
q 12
11
n 10 a
g ......,...
0 8 „ -r _4 I- I
:
L 7 `
4
3
I i I
1
0
C G C C C C r L L L L L L L L L 3- 3? 3, a 3, a 3' 3? a >t
I S t S S S t t S S q q q q q q q q q q
s 0 .? 0 .? e m 1 1 I I I I I I I a s a a a s a s
I I I 1 1 1 N f'1 C' .D W N m 7 V7 m I 1 I I I 1 I I I I
In m N m m m .? N e' R c) '7 h r, m In m m n m
m `o m Duration a t7 a 10
Tue Rua 25 16:59:25 2009
Maps -
Page 2 of 3
http://hdse.nws.noaa. gov/cgi-binlhdsclbuildout.perl?type=pf&units=us& series=pd&statena... 8/25/2009
Average Recurrence Interval
(years)
I -I k
2 '? 100 -
5 + _era -?-
10 e- 500 +
25 -Y- 1006 B
i
Precipitation Frequency Data Server
These maps were produced using a direct map request from the
U.S. Census Bureau Mapping and Cartoaraohic Resources
Tiger Map Serv
er.
Please read disclaimer for more information.
LEGEND
- State - Connector
- County Stream
w Indian Resv Military Area
Lake/Pond/Ocean National Park
- Street Other Park
Expressway _j City
Highway p = County 6 8 mi
Scale 1:228583 1 14 16 Z 11
*avera>se-true scale depends on monitor 8resolution
Page 3 of 3
Other Maps/Photographs -
View USGS digital orthophoto quadrangle (DOQ) covering this location from TerraServer; USGS Aerial Photograph may also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain relief and camera
tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations used in this study,
please refer to NOAA Atlas 14 Document.
Using the National Climatic Data Center's CDC) station search engine, locate other climate stations within:
+/-30 minutes 1... OR... +/-1 degree of this location (35.6631/-82.0292). Digital ASCII data can be obtained directly from NCDC
Hydrometeorological Design Studies Center
DOC(NOM/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Questions?: HDSC Question( nosa.aov
Lisdaimer
http://`hdsc.nws.noaa. gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statena... 8/25/2009
Precipitation Frequency Data Server
,r POINT PRECIPITATION ,..
FREQUENCY ESTIMATES J
FROM NOAA ATLAS 14 `may F
MARION, NORTH CAROLINA (31-5340) 35.6631 N 82.0292 W 1420 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
GM Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring, Maryland, 2004
Fxtrnetm, Tue Aug 25 2000
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Docs
Precipitation Intensity Estimates (in/hr)

Page 1 of 3
ARI*

(yew)

5 min 10

min 15

min 30

min 60

min 120

min

3 hr

6 hr 12

hr 24

hr 48
1
hr
[ 4
[7J
FIRQ
dd
20
d? 1
30
1 d y
45

d
60

day
= 4.52 3.61 3.01 2.06 1.29 0.75 0.54 0.34 0.21 0.13 0.08 FM T0371 0.02 0.02 0.01 0.01 0.01
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr) 11
ARI** 5 10 15 30 60 120 3 6 M12 24 48 4 ] R7 10 20
(years) min min hr hr hr hr day y day day aay a8y day
4.98 3.97 3.31 2.27 1.42 0.82 0.60 0.37 0.23 0.14 0.08 0.05 0.03 0.03 0.02 0.01 0.01 0.01
ARI** 5 10
min Xl? [X [60
min 120
min R3, n6' n12 24
hr Mhr Rd 7
day 10
day 1 20
1 day 1 30
1 day 1 45
1 day 1 60
1 day
1? 4.12 3.29 2.74 1.88 1.17 0.68 0.49 0.31 0.20 0.12 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
L A J41 yL Isl ys Ij? subzl zs I>??ul s3 Iul sy Iul 3s Iof 24 Iof 15 Iof 09 Iof 05 Io??o? 03?of 02 IaLJoL01 oL°J
5 5.83 4.67 3.94 2.80 1.79 I.OS 0.75 - 0.29 0.18 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 6.55 5.24 4.42 3.20 2.08 1.23 0.87 0.54 0.34 0.22 0.13 0.07 0.05 0.04 0.02 0.02 0.01 0.01
25 7.45 5.94 5.02 3.72 2.47 1.48 1.05 0.65 0.40 0.26 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
50 8.12 6.46 5.46 4.11 2.78 1.68 1.20 0.74 0.45 0.29 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
100 8.78 6.98 5.88 4.50 3.10 1.88 1.36 0.84 0.50 0.32 0.19 0.10 0.06 0.05 0.03 0.02 0.02 0.02
200 9.43 7.47 6.28 4.89 71 3.43 2.10 1.53 0.94 0.55 0.36 0.21 0.11 0.07 0.05 0.03 0.02 0.02 0.02
500 1024 8.10 6.80 5.41 3.88 .4l 1.77 1.09 0.63 0.41 0.23 0.13 0.08 0.06 0.04 0.03 0.02 0.02
1000 10.87 8.56 7.16 5.80 4.23 2.66 1.97 1.21 0.69 0.45 0.25 0.14 0.08 0.06 0.04 0.03 0.02 0.02
*The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quart le values for a given frequency are less than.
http:lPndsc.nws.noaa. gov/cgi-binlhdscibuildout.perl?type=idf&units=us&series=pd&staten... 8/25/2009
* These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE Formatting forces estimates near zero to appear as zero.
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quadle values for a given frequency are greater than.
"These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer In NOAA Atlas 14 Document for more information. NOTE Formatting prevents estimates near zero to appear as zem.
* Lower bound of the 90% confidence interval
Precinitation Intensitv Estimates (in/hr)
r

I
Precipitation Frequency Data Server
"These precipitation frequency estimates are based on a partial duration magma series ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE Formatting prevents estimates near zero to appear as zero.
Text version of tables
10
7
i
Partial duration based Point IDF Curves - Version 3
35.6631 N 82.0292 N 1420 ft
L 3
c
1
0.7
55
N 0.3
y 0.2
.?, .1
07
o .05
+ .03
y .02
.01
0
m
L
Q_
.001 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
!: C C C E L L L L L L L L L 30 3i 3r a 31 >t 3r ? 31 m•

E
E I L t t S t Z_r t t N N N 0 N .U N N N N
E E
I E E m i I I I I I I I a a s a 'B a a a a V
I I I
N m ti m I
m I N
m .. M V ?o m N m .r
.. N ?a m
M? I I I
M C V7 I
n I
m I I
?
m I
m I I
In M
M `o Duration .
-.
N M a w
Tue Aug 25 16:57:50 2009
Average Recurrence Interval
(Wears)
I-year _..,,_.
2-year -e- 100-year -
5-year -+- 20a-y-ar -e--
10-year -e- 500-year +
25-year -x- 1000- ear -e-
Maps -
These maps were produced using a direct map request from the
U.S. Census Bureau Mapping and Cartopraohic Resources
Rga MsD S«ver.
Please read disclaimer r more information.
Page 2 of 3
http://`hdsc.nws.noaa. gov/cgi-binlhdsclbuildout.perl?type=idf&units=us&series=pd&staten... 8/25/2009
Precipitation Frequency Data Server
I
I

I

I

I

I +/-30 minutes I ...OR... +/-1 degree I ofthis location (35.6631/-82.0292). Digital ASCII data can be obtained directly from NCDC
LEGEND
- State - Connector
- County ,:?'Stream
-'Indian Resv Military Area
Lake/Pond/Ocean National Park
- Street Other Park
--- Expressway L_ I City
- Highway ?--- County 6 s mi
Scale 1:228583 ?Z=T- 11-'
16
e
n
s
u
*averalse-true scale d
pend s o
resol
mon
itor
tion
Page 3 of 3
Other Maps/Photographs -
View USGS digital orthophoto quadrangle (DOQ) covering this location from TerraServer, USGS Aerial Photograph may also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain relief and camera
tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations used in this study,
please refer to NOAA Atlas 14 Document.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:

Hydrnmeteorological Design Studies Center
DOGNOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Questions?: HDSC Questions(alnoa4SQy
Disclaimer

http://hdse.nws.noaa. gov/cgi-bin/hdscibuildout.perl?type=idf&units=us&series=pd&staten... 8/25/2009

11

I

I
I
I

Appendix G
Soils Map
I
¦
¦
35' 39 17"
35' 38' 27'
Hydrologic Soil Group-McDowell County, North Carolina
Map Scale: 1:7,400 K printed on A size (8.5"x 11') sheet
" Meters
m N 0 50 loo 200 300
IN\ Feet
0 250 500 1,000 1,500
USDA Natural Resources Web Soil Survey
a-m Conservation Service National Cooperative Soil Survey
m
9/16/2009
Page 1 of 4
35.39 18"
35' 38' 2T'
m m
Hydrologic Soil Group-McDowell County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest (A01) Map Scale: 1:7,400 if printed on A size (8.5" x I V) sheet
[71 Area of Interest (AOI) The soil surveys that comprise your AOI were mapped at 124,000.
Soils Please rely on the bar scale on each map sheet for accurate map
Q Sol Map Units measurements.
Soil Ratings Source of Map: Natural Resources Conservation Service
A Web Sal Survey URL: http:/Amebsoilsurvey.nres.usda.gov
AID Coordinate System: UTM Zone 17N NAD83
g This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
BID
Soil Survey Area: McDowell County, North Carolina
C Survey Area Data: Version 11, Jul 21, 20D9
C/D Date(s) aerial images were photographed: 7/112006
D The orthophoto or other base map on which the soil lines were
Not rated or not available
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
political Features of map unit boundaries may be evident
@ Cities
Water Features
Oceans
,,.,"„ Streams and Canals
Transportation
Rails
,.?.. Interstate Highways
,,.?. US Routes
Major Roads
Local Roads
,, Natural Resources Web Soil Survey 9/16/2009
USDA Conservation Service National Cooperative Soil Survey Page 2 of 4
i

i

I
I
I

F

¦
Hydrologic Soil Group-McDowell County, North Carolina
Hydrologic Soil Group

Hydrologic Soil Group- Summary by Map Unit-McDowell County, North Carolina
Map unit symbol Map unit name Rating Acres in AOi Percent of AOI
BrC2 Braddock clay loam, 6 to 15 percent slopes, B 0.9 0.4%
eroded
CaF Chestnut-Ashe complex, 25 to 80 percent B 2.1 0.9%
slopes, stony
CoA Coivard loam, 0 to 2 percent slopes, A 34.0 14.1%
occasionally flooded
EwE Evard-Cowee complex, 25 to 60 percent B 44.3 18.3%
slopes
HcC2 Hayesville day loam, 6 to 15 percent B 61.3 25.4%
slopes, eroded
HeD Hayesville-Evard complex, 15 to 25 percent B 88.1 36.5%
slopes
HuC Hayesville-Urban land complex, 6 to 15 B 9.2 3.8%
percent slopes
Uo Udorthents, loamy B 1.8 0.7%
Totals for Area of Interest 241.7 100.0%
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/16/2009
Page 3 of 4
I
I
Hydrologic Soil Group-McDowell County, North Carolina

Description

Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Lower
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/16/2009
Page 4 of 4