20091020 Ver 1_Report_20100210 (2)

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Wolverton & Associates
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HYDROLOGY REPORT
For
GRANDVIEW STATION WITH
WAL-MART SUPERCENTER #1694-05
MARION, McDOWELL COUNTY,
NORTH CAROLINA
•
September 16, 2009
Revised ]anuary 19, 2010
W&A Project No. 07-230
FOR PERMIT ONLY
1H CAqO'1P FESS%p • ??WOLVERTON & ASSOCIATES, INC.
6745 SUGARLOAF PARKWAY
S SUITE 100
9 DULUTH, GA 30097
)?2$lD [phone] PHONE
[phone] FAX
www.wolverton-assoc.com
0
0
0
•
TABLE OF CONTENTS
I Introduction
II Pre-Developed Site Conditions
III Post-Developed Site Conditions
IV Stormwater Ponds
V Operation and Maintenance Requirements
VI Summary
VII Culvert Analysis
• VIII 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
Appendix H: Culvert Analysis Map
Appendix I: Buoyancy Calculations

• 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 North Carolina Dept. of Water Quality's (NCDWQ's) Stormwater BMP Manual, dated July 2007,
last revised June 16, 2009, 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 6.74 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 the 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. 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.
r?
? J
Hydrology Report
Marion, NC Page 1
0 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
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 Area CN (Min.):
1 36.59 60.8 14.8
2 2.35 58.0 7.8
3 16.40 55.5 10.6
4 1.51 55.2 9.5
5 0.43 79.7 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 11.84 0.66 1.99 0.18 1.02
2 25.99 1.67 6.93 0.66 1.42
5 53.34 3.67 18.15 1.75 2.06
10 78.03 5.51 29.02 2.79 2.58
25 115.21 8.31 45.84 4.41 3.31
50 147.31 10.72 60.60 5.83 3.90
100 182.18 13.34 76.72 7.38 4.52
Detailed calculations of the above referenced discharges can be found in the Hydraflow Hydrograph 2007
computer output within Appendix B.
•
Hydrology Report
Marion, NC Page 2
• III. Post-Developed Site Conditions
•
0
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 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.
POST-DEVELOPMENT BASIN
CHARACTERISTICS

Basin ID
Area
A )
CN TIC
(Min.)
1 to Pond 41.78 80.9 5.0
1 Bypass 9.59 59.9 5.0
2 1.78 58.3 5.0
3 2.55 58.7 5.0
4 1.32 55.2 8.7
5 0.26 89.7 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. The following tables summarize peak discharges for the drainage basins at the
corresponding study points.
Hydrology Report
Marion, NC Page 3

BASIN 1 TO POND 1 ROUTING DATA

Storm
Year
Peak Discharge

Into Pond'
(cfs)
Peak Storage

in Pond
(cf) Peak Water
Surface

Elevation
(ft)
Peak Discharge

Out of Pond
(cfs)
1 104.72 332,351 1409.99 4.92
2 144.25 359,513 1410.40 13.58
5 207.22 416,182 1411.22 35.85
10 258.24 464,959 1411.90 58.25
25 329.59 531,187 1412.77 91.62
50 387.34 581,014 1413.39 128.48
100 447.04 630,203 1413.99 157.92
BASIN 1BYPASS
(cfs)
Storm Year Study Point 1
1 4.31
2 9.40
5 19.11
10 27.84
25 40.97
50 52.24
100 64.37
TOTAL PEAK FLOW RATES
AT STUDY POINT 1
Storm
Year Pond 1
(cfs) Bypass
(cfs) Sum of
Peak Flow
(cfs
1 4.92 4.31 5.34
2 13.58 9.4 14.95
5 35.85 19.11 44.18
10 58.25 27.84 71.91
25 91.62 40.97 114.51
50 128.48 52.24 156.73
100 157.92 64.37 198.58
•
* 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.
Hydrology Report
Marion, NC
Page 4
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Hydrology Report
Marion, NC
BASIN 2
(cfs)
Storm Year Study Point 1
1 0.61
2 1.48
5 3.17
10 4.73
25 7.09
50 9.13
100 11.34
BASIN 3
(cfs)
Storm Year Study Point 1
1 0.94
2 2.21
5 4.68
10 6.93
25 10.34
50 13.29
100 16.46
BASIN 4
(cfs)
Storm Year Study Point 1
1 0.16
2 0.58
5 1.53
10 2.44
25 3.86
50 5.09
100 6.45
Page 5

BASIN 5
(cfs)
Storm Year Study Point 1
1 0.94
2 1.20
5 1.61
10 1.93
25 2.37
50 2.72
100 3.08
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. 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 1408.00 (1-inch event temporary pool)
(2) 10.5" diameter orifice at elevation 1409.50 (detention)
5' earthen spillway beginning at elevation 1409.70 (detention)
16' rectangular weir beginning at elevation 1413.00 (detention)
Top of pond berm at elevation 1415.00

A detail of this outlet control structure can be found in Appendix D.
Hydrology Report
Marion, NC Page 6
• 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.
INSPECTION SCHEDULE:
BMP element: Potential problems: How to remediate the problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
Areas of bare soil and/or erosive Regrade the soil if necessary to remove the gully,
gullies have formed. and then plant a ground cover and water until it
is established. Provide lime and a one-time
The perimeter of the fertilizer application.
wet detention basin
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.
U
Hydrology Report
Marion, NC Page 7
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•

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.
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
The forebay 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.
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
The vegetated shelf 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.
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 sediment storage depth. sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
The main treatment Algal growth covers over 50% of Consult a professional to remove and control
area 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.
Shrubs have started to grow on Remove shrubs immediately.
the embankment.
The embankment Evidence of muskrat or beaver Use traps to remove muskrats and consult a
activity is present. professional to remove beavers.
Hydrology Report
Marion, NC
Page 8
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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.
Clogging has occurred. Clean out the outlet device. Dispose of the
The outlet device sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
Erosion or other signs of damage Contact the local NC Division of Water Quality
The receiving water 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.
STUDY POINT 1
PRE-DEVELOPED vs. POST-DEVELOPED PEAK FLOW

Storm
Year LDevelopment re-

ow Rate
fs Post-
Development
Peak Flow Rate
cfs
Net Decrease
(cfs) Percent of
Pre-Developed
Peak Flow Rate
1 11.84 5.34 6.50 45.10
2 25.99 14.95 11.04 57.52
5 53.34 44.18 9.16 82.83
10 78.03 71.91 6.12 92.16
25 115.21 114.51 0.70 99.39
50 147.31 156.73 -9.42 106.39
100 182.18 198.58 -16.40 109.00
Hydrology Report
Marion, NC
Page 9
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•
•
STUDY POINT 2
PRE-DEVELOPED vs. POST-DEVELOPED PEAK FLOW

Storm
Year Pre-
Development
Peak Flow Rate
cfs)
D
Rate
Pea (cfs)
= Percent of -
Pre-Developed
Peak Flow Rate
%
1 0.66 0.61 0.05 92.42
2 1.67 1.48 0.19 88.62
5 3.67 3.17 0.50 86.38
10 5.51 4.73 0.78 85.84
25 8.31 7.09 1.22 85.32
50 10.72 9.13 1.59 85.17
100 13.34 11.34 2.00 85.01
STUDY POINT 3
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
N
1 1.99 0.94 1.05 47.24
2 6.93 2.21 4.72 31.89
5 18.15 4.68 13.47 25.79
10 29.02 6.93 22.09 23.88
25 45.84 10.34 35.50 22.56
50 60.6 13.29 47.31 21.93
100 76.72 16.46 60.26 21.45
Hydrology Report
Marion, NC
Page 10
•
9
U
STUDY POINT 4
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
N
1 0.18 0.16 0.02 88.89
2 0.66 0.58 0.08 87.88
5 1.75 1.53 0.22 87.43
10 2.79 2.44 0.35 87.46
25 4.41 3.86 0.55 87.53
50 5.83 5.09 0.74 87.31
100 7.38 6.45 0.93 87.40
STUDY POINT 5
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
N
1 1.02 0.94 0.08 92.16
2 1.42 1.2 0.22 84.51
5 2.06 1.61 0.45 78.16
10 2.58 1.93 0.65 74.81
25 3.31 2.37 0.94 71.60
50 3.9 2.72 1.18 69.74
100 4.52 3.08 1.44 68.14
Hydrology Report
Marion, NC
Page 11
• VII. Culvert Analysis
•
•
BASIN 1 - CLIVERT 1 ANALYSIS

Storm
Year Roadway
Elevation
(ft) Pre-
Developed
WSE (ft? Pre-
Developed
Flow (cfs) Post-
Developed
WSE (ft) Post-
Developed
Flow cfs)
1 1367.00 1353.47 17.31 1353.31 13.85
2 1367.00 1354.15 34.44 1353.78 24.40
5 1367.00 1355.20 65.64 1355.00 59.23
10 1367.00 1356.82 86.57 1356.59 83.81
25 1367.00 1358.93 109.93 1359.02 110.91
50 1367.00 1360.08 144.17 1360.32 154.71
100 1367.00 1360.90 182.41 1361.20 199.12
BASIN 2 - CLIVERT 2 ANALYSIS

Storm
[Year Roadway
Elevation
ft Pre-
Developed
WSE ft Pre-
Developed
Flow cfs) Post-
Developed
WSE (ft) Post-
Developed
Flow (cfs)
1 1365.00 1349.06 4.68 1349.08 4.76
2 1365.00 1350.42 6.88 1350.42 6.88
5 1365.00 1352.02 8.29 1351.97 8.25
10 1365.00 1353.15 9.16 1353.08 9.11
25 1365.00 1354.68 10.22 1354.56 10.14
50 1365.00 1355.88 10.98 1355.74 10.89
100 1365.00 1357.10 11.70 1356.93 11.60
BASIN 3 - CLIVERT 3 ANALYSIS
Storm
Year
Year Roadway

(ft) Pre-
Developed
WSE ft Pre-
Developed
Flow cfs) Post-
Developed
WSE (ft) Post-
Developed
Flow (cfs)
1 1364.00 1355.51 1.96 1355.38 1.09
2 1364.00 1356.02 7.26 1355.63 2.90
5 1364.00 1356.73 18.76 1355.95 6.39
10 1364.00 1357.27 29.33 1356.15 9.08
25 1364.00 1358.17 43.94 1356.42 13.32
50 1364.00 1359.08 54.61 1356.64 17.01
100 1364.00 1360.07 64.24 1356.85 21.07
Hydrology Report
Marion, NC
Page 12
•
•
•
0 VIII. 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 per the State of North Carolina
requirements. Refer to attached appendixes for detailed information of calculations provided above.
•
•
Hydrology Report
Marion, NC Page 13
Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Pre-Developed Basin 1
Runoff Characteristics
Description Area
(ac) Area
( Curve
Number AxCN
Onsite Woods (B Soils) 16.59 55.0 912.45
Onsite Grass (B Soils 11.32 61.0 690.52
Unite Gravel 0.42 85.0 35.70
Onske PavementlStructures 2.14 98.0 209.72
Offsite Woods B Soils) 2.49 55.0 136.95
Off-site Grass (B Soils 3.16 61.0 192.76
Offsfle Gravel 0.06 85.0 5.10
Off-site PavementlStructures 0.41 98.0 40.18
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 36.59
60.8 2223.38
Time of Concentration - Average Velocity
36.59 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 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)0 e/60(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
S = land slope (tuft)
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)05
Paved (P) V = 20.33(S)o.5
Open Channels Time of Concentration = 113600V
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)2f3(S)t2)/n
R = hydraulic radius (ft.) and is equal to A/PY,
A = cross sectional flow area (ft2)
Pw = wetted perimeter (ft)
S = slope of hydraulic grade line (ftt t)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)
3.7 inches
E
Project Name:
. Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Post-Developed Basin 1 to Pond
41.78 acres
Runoff Characteristics
Description Area
(ac Area
(so Curve
Number A x CN
Onsite Woods (B Soils) 4.77 55.0 262.35
Onsite Grass (B Soils 12.18 61.0 742.98
Onsite Pavement/Structures 23.01 98.0 2254.98
Offsfte Woods B Soils 0.62 55.0 34.10
Offshe Grass B Soils 0.80 61.0 46.80
Offsite Gravel 0.11 65.0 9.35
Offsite Pavement/Structures 0.29 98.0 28.42
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 41.78
80.9 3380.98
Time of Concentration - Average Velocity
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 0.00
Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)0 B/60(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
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)0.5
Paved (P) V=20.33(S)05
Open Channels Time of Concentration = U3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (f /s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)23(S)"2)/n
R = hydraulic radius (ft.) and is equal to A/P.
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)
3.7 inches
•
Project Name:
• Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
111912010
Post-Developed Basin 1 Bypass
9.59 acres
Runoff Characteristi cs
Description Area
(ac) Area
(s Curve
Number A x CN
Onsite Woods B Soils) 0.69 55.0 37.95
On-site Grass (B Soils 4.59 61.0 279.99
Onsite Pavement/Structures 0.01 98.0 0.98
Offsite Woods (B Soils) 1.88 55.0 103.40
Offsite Grass B Soils) 2.29 61.0 139.69
Off-site, Pavement/SWctures 0.13 98.0 12.74
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 9.59
59.9 574.75
Time of Concentration - Average Velocity
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 0.00
• Assumed Time of Concentration = 5.0 mins
Sheet Flow/ Pipe Flow Time of Concentration = 0.42 (nL)0 8/60(P2)o.s(S)0.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = U3600V
3.7 inches
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)O.s
Open Channels 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
V= (1.49 (R)23(S)"2)/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)

Project !Jame:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Pre-Developed Basin 2
Runoff Characteristics
Description Area
(ac) Area
( Curve
Number A x CN
Onsite Woods (B Soils 1.71 55.0 94.05
Unite Grass (B Soils) 0.53 61.0 32.33
Onste Gravel 0.07 85.0 5.95
(n-site PavemenUStructures 0.04 98.0 3.92
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 2.35
58.0 136.25
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
(fps) 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 7.65

Sheet Flow / Pipe Flow
Shallow Concentrated Flow
Open Channels
Average Time of Concentration = 7.8 mins
Time of Concentration = 0.42 (nL)o'B/60(P,)o.5(S)0.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ft/ft)
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)o.5
Paved (P) V = 20.33(S)o.5
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)irz)/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 tine (ft/ft)
n = mannings roughness coefficient for open channel flow
W = width of channel (ft)
D = depth of flow (ft)
3.7 inches
•
Project Name:
• Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Post-Developed Basin 2
1.78 acres
Runoff Characteristi cs
Description Area
ac Area
( Curve
Number A x CN
Onsite Woods (B Soils `0.79 55.0 43.45
Onsite Grass (B Soils) 0.99 61.0 60.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 1.78
58.3 103.84
Time of Concentration - Average Velocity
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 0.00
• Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nQ a/60(P,)"(S)0.4
Where: T, = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
PZ = 2-year, 24-hour rainfall
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = U3600V
Where: T, = travel time (hr)
L = flow length (ft)
V = average velocity (f 1s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S) o.5
Paved (P) V=20.33(S)05
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)23(S)72)/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)
3.7 inches

• Project Name:
Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Pre-Developed Basin 3
Runoff Characteristics
Description Area
(ac) Area
( Curve
Number A x CN
Onsite Woods (B Soils 16.22 55.0 892.10
Onsite Gravel 0.01 85.0 0.85
Onsite Pavement/Structures 0.17 98.0 16.66
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 16.40
55.5 909.61
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
(ft) Average
Velocity
(fps) 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 0.0468 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)"160(P,)o.s(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 = 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)o.5
Paved (P) V = 20.33(S)o.s
Open Channels Time of Concentration = U3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (f 1s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)'(S)")/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)
is
Project Name:
• Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Post-Developed Basin 3
Runoff Characteristics
Description Area
(ac) Area
(sf) Curve
Number A x CN
Onsite Woods (B Soils) 0.97 55.0 53.35
Onsite Grass (B Soils 1.58 61.0 96.36
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 2.55
56.7 149.73
Time of Concentration - Average Velocity
2.55 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 0.00
0 Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)08/60(P2)) 5(S)0.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ff/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)05
Paved (P) V = 20.33(S)o.a
Open Channels 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
V= (1.49 (R)73(S)'rz)/n
R = hydraulic radius (ft.) and is equal to A/P,
A = cross sectional flow area (ftz)
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)
3.7 inches

Project Name:
• Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Pre-Developed Basin 4
Runoff Characteristi cs
Description ac Area
(sf) Curve
Number A x CN
Onsite Woods (B Soils 55.0 56.65
Offsite Woods (B Soils R 55.0 25.85
Offske Gravel 85.D 0.85
Offshe Pavement/Structures 98.0 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
D.DO
0.00

El l
Total
Weighted CN 1.51
Time of Concentration - Average Velocity
1.51 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 Flow 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)°'B/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 = L/3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3500 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)o.5
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)'r'(S)")/n
R = hydraulic radius (ft.) and is equal to A/P.
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)

Project Name:
Project Number:
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Post-Developed Basin 4
Runoff Characteristics
Description Area
(ac Area
( Curve
Number A x CN
Onsite Woods B Soils 0.84 36756.237 55.0 46.20
Offsite Woods (B Soils) 0.47 20525.002 55.0 25.85
Off-site Gravel 0.01 546.176 85.0 0.85
Offsite Pavement/Structures 0.00 57.876 98.0 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 1.32
55.2 72.90
Time of Concentration - Average Velocity
1.32 acres
3
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)08/60(P )0.5(s)0.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (fVft)
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)0.5
Paved (P) V = 20.33(S)o 5
Open Channels 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
V= (1.49 (R)2*(S)'2)/n
R = hydraulic radius (ft.) and is equal to A/Pw
A = cross sectional flow area (fC)
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)
3.7 inches
0
Project Name:
• Project Number:
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Pre-Developed Basin 5
0.43 acres
Runoff Characteristi cs
Description Area Area
sf) Curve
Number A x CN
Onsite Woods (B Soils) 4 55.0 7.70
Onsite Gravel P
1 85.0 0.85
Onsite PavemenUStructures 4 98.0 13.72
Offshe Woods (B Soils 4 55.0 2.20
Offsile Pavement/Structures 0 98.0 9.80
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 0.43
79.7 34.27
Time of Concentration - Average Velocity
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 0.00
Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nQ0 s/60(PZ)o.e(S)0.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = L/3600V
Where: Tt = travel time (hr)
L = flow length (11)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)o.s
Paved (P) V = 20.33(S)u.e
Open Channels 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
V= (1.49 (R)23(S)1rz)/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)
3.7 inches
•
Project Name:
• Project Number.
Date:
Basin Name:
•
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Post-Developed Basin 5
Runoff Characteristics
Description Area
ac
a Area
A Curve
Number A x CN
Onsfle Woods (B Soils 55.0 0.55
Onsite PavemenUStructures t
0.11 98.0 10.78
Offsite Woods (B Soils 0.04 55.0 2.20
Offsite Pavement/Structures 0.10 98.0 9.80
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 0.26
89.7 23.33
Time of Concentration - Average Velocity
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ft/ft)
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 0.00
Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)0'8/60(P2)o.5(S)0.4
Shallow Concentrated Flow Time of Concentration = U3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (ftts)
3600 - conversion factor from seconds to hours
Unpaved (U) V=16.13(S)05
Paved (P) V = 20.33(S)o.5
Open Channels Time of Concentration = L13600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (f 1s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)w(S)"2)/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)
0.26 acres
3.7 inches
0
Project Name:
• Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Pre-Developed Culvert 1
Runoff Characteristics
Description Area
ac Area
(sf) Curve
Number A z CN
Onsite Woods (B Soils 16.60 55.0 913.00
Onsite Grass B Soils 11.32 61.0 690.52
Onsite Gravel 0.42 85.0 35.70
Onsite Pavement/Structures 2.14 98.0 209.72
Offsite Woods B Soils 3.84 55.0 211.20
Offsfte Grass B Soils 2.86 61.0 174.46
Offsfte Gravel 0.06 B5.0 5.10
Offsite Pavement/Structures 2.79 98.0 273.42
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 40.03
62.8 2513.12
Time of Concentration - Average Velocity
40.03 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 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 1211 0.0337 0.026 5.0 3.0 12.94 0.026 1.56
Total 2191 6.36 14.90
• Sheet Flow / Pipe Flow
Shallow Concentrated Flow
Open Channels
Average Time of Concentration = 14.9 mins
Time of Concentration = 0.42 (nL)0e/60(P2)0.5(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)
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)0.5
Paved (P) V = 20.33(S)o.5
Time of Concentration = L/3600V
Where: T, = travel time (hr)
L = flow length (ft)
V = average velocity (fl/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)
Pr, = 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)
E
Project Name:
• Project Number.
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Post-Developed Culvert 1 Onsite Bypass
Runoff Characteristi cs
Description Area
ac Area
(sf) Curve
Number A x CN
Onsite Woods (B Soils 0.69 55.0 37.95
Onshe Grass B Soils 4.59 61.0 279.99
Onsite Pavement/Structures 0.01 98.0 0.98
Offsite Woods B Soils 3.22 55.0 177.10
Offsite Grass B Soils 2.50 61.0 152.50
Off-site Pavement/Structures 2.59 98.0 253.82
0.00
0.00
0.00
0.00
0.00
0.00
0.00
o.oo

E o.oo
Total
Weighted CN 13.60
66 .3 902.34
Time of Concentration - Average Velocity
13.60 acres
Flow Type Travel
Length
(fit) 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 0.00
• Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nL)0e/60(PX.s(S)aa
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
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)o.5
Paved (P) V=20.33(S)05
Open Channels Time of Concentration = LJ3600V
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)trz)/n
R = hydraulic radius (ft.) and is equal to A/P„.
A = cross sectional flow area (ftZ)
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)
3.7 inches
0
Project Name:
Project Number.
Date:
Basin Name:
•
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Pre-Developed Culvert 2
Runoff Characteristics
Description Area
(ac) Area
(sf) Curve
Number A x CN
Onsite Woods (B Soils) 1.71 55.0 94.05
Onsite Grass (B Soils) 0.53 61.0 32.33
Onsite Gravel 0.07 85.0 5.95
Onsite Pavement/Structures 0.04 98.0 3.92
Offsfte Woods 0.67 55.0 36.85
Offsite Pavement/Structures 0.39 98.0 38.22
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total
Weighted CN 3.41
62.0 211.32
Time of Concentration - Average Velocity
3.41 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 100 0.2700 0.40 0.24 0.118 7.05
Shallow Concentrated Flow 531 0.1394 U 6.02 0.024 1.47
Channel Flow 0.D0 0.000 0.00
Total 631 2.09 8.52
Sheet Flow I Pipe Flow
Shallow Concentrated Flow
Open Channels
Average Time of Concentration = 8.5 mins
Time of Concentration = 0.42 (nL)0 a/60(P2)o.5(S)o.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ft/ft)
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)o.5
Paved (P) V = 20.33(S)o.s
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
V= (1.49 (R)u'(S)12)/n
R = hydraulic radius (ft.) and is equal to AIP„.
A = cross sectional flow area (flz)
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)
3.7 inches
is
Project Name:
• Project Number.
Date:
Basin Name:
•
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Post-Developed Culvert 2
Runoff Characteristics
Description Area
(ac Area
(sf) Curve
Number A x CN
Onsite Woods (B Soils 0.79 55.0 43.45
Onsite Grass B Soils 0.99 61.0 60.39
Offsite Woods 0.67 55.0 36.85
Offsite Pavement/Structures 0.39 98.0 38.22
0.00
0.00
0.00
0.00
0.00
0.00

Total
Weighted CN 2.84 6 Time of Concentration - Average Velocity

2.84 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 0.00
Sheet Flow/ Pipe Flow
Shallow Concentrated Flow
Open Channels
Assumed Time of Concentration = 5.0 mins
Time of Concentration = 0.42 (nL)0'e/60(P2)05(S)0.4
Where: Tr = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ft/ft)
Time of Concentration = 1_13600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (t1/s)
3600 - conversion factor from seconds to hours
Unpaved (U) V = 16.13(S)0.5
Paved (P) V = 20.33(S)o.5
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)23(S)"2)/n
R = hydraulic radius (ft.) and is equal to A/Pw
A = cross sectional flow area (ftz)
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)
3.7 inches
0
Project Name:
Project Number:
Date:
Basin Name:
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1119/2010
Pre-Developed Culvert 3
Runoff Characteristics
Description Area
(ac) Area
(sf) Curve
Number A x CN
Onsite Woods B Soils) 1622 55.0 892.10
Onsi a Gravel 0.01 85.0 0.85
Onste Pavement/Structures 0.17 98.0 16.66
Offsfte Woods 0.42 55.0 23.10
Offsfte Pavement/Structures 0.26 98.0 25.48
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total 17.08 958.19
Weighted CN 56.1
Time of Concentration - Average Velocity
17.08 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 0.2500 0.40 0.23 0.121 7.27
Shallow Concentrated Flow 1090 0.1321 U 5.86 0.052 3.10
Channel Flow 287 0.0468 0.026 5.0 3.0 15.25 0.005 0.31
Total 1477 7.11 10.68
•
Sheet Flow / Pipe Flow
Shallow Concentrated Flow
Open Channels
Average Time of Concentration = 10.7 mins
Time of Concentration = 0.42 (nQ0 8160(P2)0.5(VA
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ft/ft)
Time of Concentration = U3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (f /s)
3600 - conversion factor from seconds to hours
Unpaved (U) V=16.13(S)05
Paved (P) V = 20.33(S)o.s
Time of Concentration = U3600V
Where: Tt = travel time (hr)
L = flow length (ft)
V = average velocity (f1/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)23(S)"2)/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)
3.7 inches
0
Project Name:
• Project Number.
Date:
Basin Name:
l?
u
Grandview Station with Wal-Mart Supercenter #1694-05
07-230
1/19/2010
Post-Developed Culvert 3
3.23 acres
Runoff Characteristics
Description Area
(ac) Area
A Curve
Number A x CN
Onsite Woods (B Soils) 0.97 55.0 53.35
Onsite Grass (B Soils) 1.58 61.0 96.36
Mite Woods 0.42 55.0 23.10
Offsite Pavement/Structures 0.26 98:0 25.48
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Total 3.23 198.31
[Weighted CN 61.4
Time of Concentration - Average Velocity
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 0.00
Assumed Time of Concentration = 5.0 mins
Sheet Flow / Pipe Flow Time of Concentration = 0.42 (nQ08/60(P2)0 .5(S)0.4
Where: Tt = travel time (hr)
n = mannings roughness coefficient
L = flow length (ft)
P2 = 2-year, 24-hour rainfall
S = land slope (ft/ft)
Shallow Concentrated Flow Time of Concentration = U3600V
3.7 inches
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)05
Open Channels Time of Concentration = U3600V
Where: Tt = travel time (hr)
L = flow length (it)
V = average velocity (ft/s)
3600 - conversion factor from seconds to hours
V= (1.49 (R)2`3(S)t2)/n
R = hydraulic radius (ft.) and is equal to A/P,
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)
0
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 ft
Stage / Stora ge Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 1399.00 7,904 0 0
1.00 1400.00 9,862 8,864 8,864
2.00 1401.00 12,256 11,036 19,900
3.00 1402.00 14,473 13,348 33,248
4.00 1403.00 16,754 15,598 48,846
5.00 1404.00 27,569 21,936 70,782
6.00 1405.00 31,350 29,436 100,219
7.00 1406.00 35,348 33,326 133,544
8.00 1407.00 39,559 37,430 170,974
8.50 1407.50 41,744 20,321 191,296
9.00 1408.00 49,419 22,762 214,057
9.50 1408.50 57,538 26,711 240,768
10.00 1409.00 60,420 29,484 270,251
11.00 1410.00 64,974 62,677 332,928
12.00 1411.00 69,681 67,307 400,235
13.00 1412.00 74,520 72,080 472,315
14.00 1413.00 79,499 76,988 549,304
15.00 1414.00 84,617 82,037 631,340
16.00 1415.00 89,875 87,224 718,564
Tuesday, Jan 19, 2010
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C]
Rise (in) = 18.00 5.00 10.50 0.00 Crest Len (ft) = 16.00 5.00 0.00
Span (in) = 18.00 5.00 10.50 0.00 Crest El. (ft) = 1413.00 1409.70 0.00
No. Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.00 3.33
Invert El. (ft) = 1399.00 1408.00 1409.50 0.00 Weir Type = Rect Broad -
Length (ft) = 175.00 0.00 0.00 0.00 Multistage = Yes 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
[D]
0.00
0.00
3.33
No
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
15.00
12.00
9.00
6.00
• 3.00
Stage / Storage
0.00 9 '
0 100,000
Storage
200,000 300,000 400,000 500,000 600,000 700,000
Elev (ft)
1417.00
1414.00
1411.00
1408.00
1405.00
1402.00
1399.00
800,000
Storage (cuft)
Pond Report
Tuesday, Jan 19, 2010
Hydraflow Hydrographs by Intelisolve v9.1
and No. 1 - Pond 1
p
ond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 1399.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 1399.00
00 1400.00
1 7,904
9,862 0
8,864 0
8,864
.
00 1401.00
2 12,256 11,036 19,900
.
00 1402.00
3 14,473 13,348 33,248
.
00 1403.00
4 16,754 15,598 48,846
.
00 1404.00
5 27,569 21,936 70,782
.
00 1405.00
6 31,350 29,436 100,219
.
00 1406.00
7 35,348 33,326 133,544
.
00 1407.00
8 39,559 37,430 170,974
.
50 1407.50
8 41,744 20,321 191,296
.
00 1408.00
9 49,419 22,762 214,057
.
50 1408.50
9 57,538 26,711 240,768
.
00 1409.00
10 60,420 29,484 270,251
.
00 1410.00
11 64,974 62,677 332,928
.
00 1411.00
12 69,681 67,307 400,235
.
00 1412.00
13 74,520 72,080 472,315
.
14.00 1413.00 79,499 76,988 549,304
00 1414.00
15 84,617 82,037 631,340
.
16.00 1415.00 89,875 87,224 718,564
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 5.00 10.50 0.00 Crest Len (ft) = 16.00 5.00 0.00 0.00
Span (in) = 18.00 5.00 10.50 0.00 Crest El. (ft) = 1413.00 1409.70 0.00 0.00
No. Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El. (ft) = 1399.00 1408.00 1409.50 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 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a Yes Yes 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 (ft)
18.00

15.00

12.00

9.00

6.00

• 3.00

0.00
0
.0 2
0.0
Stage / Discharge
40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0
Elev (ft)
1417.00
1414.00
1411.00
1408.00
1405.00
1402.00
1399.00
220.0
Discharge (cfs)
Total Q
Pond Report
Tuesday, Jan 19, 2010
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 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
0.00 1399.00 7,904
1.00 1400.00 9,862
2.00 1401.00 12,256
3.00 1402.00 14,473
4.00 1403.00 16,754
5.00 1404.00 27,569
6.00 1405.00 31,350
7.00 1406.00 35,348
8.00 1407.00 39,559
8.50 1407.50 41,744
9.00 1408.00 49,419
9.50 1408.50 57,538
10.00 1409.00 60,420
11.00 1410.00 64,974
12.00 1411.00 69,681
13.00 1412.00 74,520
14.00 1413.00 79,499
15.00 1414.00 84,617
16.00 1415.00 89,875
Incr. Storage (cult)
0
8,864
11,036
13,348
15,598
21,936
29,436
33,326
37,430
20,321
22,762
26,711
29,484
62,677
67,307
72,080
76,988
82,037
87,224
Total storage (cuft)
0
8,864
19,900
33,248
48,846
70,782
100,219
133,544
170,974
191,296
214,057
240,768
270,251
332,928
400,235
472,315
549,304
631,340
718,564
Culvert/ Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 5.00 10.50 0.00 Crest Len (ft) = 16.00 5.00 0.00 0.00
Span (in) = 18.00 5.00 10.50 0.00 Crest El. (ft) = 1413.00 1409.70 0.00 0.00
No. Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El. (ft) = 1399.00 1408.00 1409.50 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: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge T able
Stage S torage 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
00
0.10 886 1399.10 0.00 0.00 0.00 - 0.00 0.00 -- - - .
00
0
0.20 1,773 1399.20 0.00 0.00 0.00 - 0.00 0.00 -- - - -- .
0
00
0.30 2,659 1399.30 0.00 0.00 0.00 - 0.00 0.00 - - - - .
00
0
0.40 3,546 1399.40 0.00 0.00 0.00 - 0.00 0.00 -- -- - - .
0
00
0.50 4,432 1399.50 0.00 0.00 0.00 - 0.00 0.00 --- - -- -- .
00
0
0.60 5,318 1399.60 0.00 0.00 0.00 - 0.00 0.00 - - - - .
0
00
0.70 6,205 1399.70 0.00 0.00 0.00 - 0.00 0.00 - -- - -- .
00
0
0.80 7,091 1399.80 0.00 0.00 0.00 - 0.00 0.00 --- -- --- - .
00
0
0.90 7,978 1399.90 0.00 0.00 0.00 - 0.00 0.00 - -- - - .
0
00
1.00 8,864 1400.00 0.00 0.00 0.00 - 0.00 0.00 -- - --- - .
00
0
10
1 968 1400.10
9 0.00 0.00 0.00 -- 0.00 0.00 --- -- -- - .
.
20
1 ,
071 1400.20
11 0.00 0.00 0.00 - 0.00 0.00 - - -- -- 0.00
.
30
1 ,
175 1400.30
12 0.00 0.00 0.00 -- 0.00 0.00 --- --- - -- 0.00
.
1
40 ,
279 1400.40
13 0.00 0.00 0.00 -- 0.00 0.00 - -- -- --- 0.00
.
50
1 ,
382 1400.50
14 0.00 0.00 0.00 --- 0.00 0.00 - - - --- 0.00
.
60
1 ,
486 1400.60
15 0.00 0.00 0.00 - 0.00 0.00 --- --- - - 0.00
.
70
1 ,
589 1400.70
16 0.00 0.00 0.00 0.00 0.00 __ __ 0.00
.
80
1 ,
693 1400.80
17 0.00 0.00 0.00 _ 0.00 0.00 0.00
.
90
1 ,
797 1400.90
18 0.00 0.00 0.00 --- 0.00 0.00 --- --- - - 0.00
.
00
2 ,
900 1401.00
19 0.00 0.00 0.00 -- 0.00 0.00 -- - - - 0.00
.
2
10 ,
235 1401.10
21 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- - 0.00
.
2.20 ,
570 1401.20
22 0.00 0.00 0.00 - 0.00 0.00 --- -- -- -- 0.00
, Continues on next page...
Pond 1
Stage / Storage / Discharge Table
tage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B `aYr C
i Wr D Exfil User Total
cis cfs cfs cfs
Of cuft ft cfs cfs cfs cfs cfs s
cfs c
30
2 905
23 1401.30 0.00 0.00 0.00 - 0.00 0.00 0.00
00
0
.
2.40 ,
25,239 1401.40 0.00 0.00 0.00 - 0.00
00
0 0.00
0
00 -- .
0.00
2.50 26,574 1401.50 0.00 0.00 0.00 -- .
00
0 .
00
0 - - - 0.00
2.60 27,909 1401.60 0.00 0.00 0.00 - .
00
0 .
0
00 -- 0.00
2.70 29,244 1401.70 0.00 0.00 0.00 --- .
00
0 .
0
00 - - - - 0.00
2.80 30,579 1401.80 0.00 0.00 0.00 - .
0
00 .
0
00 - - - - 0.00
2.90 31,913 1401.90 0.00 0.00 0.00 - .
0
00 .
0
00 - - - - 0.00
3.00 33,248 1402.00 0.00 0.00 0.00 - .
00
0 .
0
00 - - - - 0.00
3.10 34,808 1402.10 0.00 0.00 0.00 -- .
00
0 .
0
00 -- - - - 0.00
3.20 36,368 1402.20 0.00 0.00 0.00 - .
00
0 .
0
00 -- - - - 0.00
3.30 37,928 1402.30 0.00 0.00 0.00 - .
00
0 .
0
00 - - - - 0.00
3.40 39,487 1402.40 0.00 0.00 0.00 - .
00
0 .
0
00 -- - - - 0.00
3.50 41,047 1402.50 0.00 0.00 0.00 - .
0
00 .
0
00 - - - - 0.00
3.60 42,607 1402.60 0.00 0.00 0.00 - .
0
00 .
0
00 - - - - 0.00
3.70 44,167 1402.70 0.00 0.00 0.00 - .
00
0 .
0
00 -- - - - 0.00
3.80 45,727 1402.80 0.00 0.00 0.00 -- .
00
0 .
0
00 - - - - 0.00
3.90 47,286 1402.90 0.00 0.00 0.00 - .
00
0 .
0
00 - - - - 0.00
4.00 48,846 1403.00 0.00 0.00 0.00 - .
00
0 .
0
00 -- - - - 0.00
4.10 51,040 1403.10 0.00 0.00 0.00 -- .
00
0 .
0
00 - - - - 0.00
4.20 53,233 1403.20 0.00 0.00 0.00 - .
0
00 .
0
00 0.00
4.30 55,427 1403.30 0.00 0.00 0.00 -- .
00
0 .
0
00 -- 0.00
4.40 57,621 1403.40 0.00 0.00 0.00 - .
00
0 .
0
00 - 0.00
-
4.50 59,814 1403.50 0.00 0.00 0.00 -- .
00
0 .
0
00 - 0.00
-
4.60 62,008 1403.60 0.00 0.00 0.00 - .
00
0 .
0
00 - 0.00
-
4.70 64,201 1403.70 0.00 0.00 0.00 -- .
0
00 .
0
00 -- 0.00
-
4.80 66,395 1403.80 0.00 0.00 0.00 - .
00
0 .
0
00 - 0.00
-
4.90 68,589 1403.90 0.00 0.00 0.00 -- .
00
0 .
0
00 - 0.00
-'
5.00 70,782 1404.00 0.00 0.00 0.00 -- .
00
0 .
0
00 - 0.00
-
5.10 73,726 1404.10 0.00 0.00 0.00 - .
00
0 .
0
00 - 0.00
-' -
5.20 76,669 1404.20 0.00 0.00 0.00 -- .
00
0 .
0
00 -
-
0.00
5.30 79,613 1404.30 0.00 0.00 0.00 -
00
0 .
0
00 .
00
0 0.00
• 5.40 82,557 1404.40 0.00 0.00 . .
00
0 .
00
0 _
0.00
5.50 85,500 1404.50 0.00 0.00 0.00 .
0
00 -
.
00
0 - =
0.00
5.60 88,444 1404.60 0.00 0.00 0.00 - .
00
0 .
0
00 - 0.00
-
5.70 91,388 1404.70 0.00 0.00 0.00 - .
00
0 .
0
00 -- 0.00
+- _ -
5.80 94,331 1404.80 0.00 0.00 0.00 --- .
00
0 .
0
00 - 0.00
-
5.90 97,275 1404.90 0.00 0.00 0.00 -- .
00
0 .
0
00 - 0.00
- -
00
6 100,219 1405.00 0.00 0.00 0.00 -- . . 00
0
.
6.10 103,551 1405.10 0.00 0.00 0.00 -- 0.00 0.00 -- .
-- 0
00
6.20 106,884 1405.20 0.00 0.00 0.00 -- 0.00 0.00 - .
'-' - 0
00
6.30 110,216 1405.30 0.00 0.00 0.00 -- 0.00 0.00 -- .
- - 0
00
6.40 113,549 1405.40 0.00 0.00 0.00 - 0.00 0.00 -- .
-'- -
? 0
00
6.50 116,881 1405.50 0.00 0.00 0.00 -- 0.00 0.00 --- _ _
.
-' 0
00
6.60 120,214 1405.60 0.00 0.00 0.00 --- 0.00 0.00 -- .
-- 0
00
6.70 123,547 1405.70 0.00 0.00 0.00 --- 0.00 0.00 -- .
'? 0
00
6.80 126,879 1405.80 0.00 0.00 0.00 -- 0.00 0.00 - .
--' 0
00
6.90 130,212 1405.90 0.00 0.00 0.00 - 0.00 0.00 -- .
-'- 0
00
7.00 133,544 1406.00 0.00 0.00 0.00 - 0.00 0.00 --- .
- - 0
00
7.10 137,287 1406.10 0.00 0.00 0.00 - 0.00 0.00 - .
0
00
7.20 141,030 1406.20 0.00 0.00 0.00 -- 0.00 0.00 - .
- - ? 0
00
7.30 144,773 1406.30 0.00 0.00 0.00 -- 0.00 0.00 - .
_ - - 0
00
7.40 148,516 1406.40 0.00 0.00 0.00 - 0.00 0.00 -- .
--- - --
0
00
7.50 152,259 1406.50 0.00 0.00 0.00 - 0.00 0.00 - .
- - -
0
00
7.60 156,002 1406.60 0.00 0.00 0.00 - 0.00 0.00 -- .
-- - --
00
-- 0
7.70 159,745 1406.70 0.00 0.00 0.00 -- 0.00 0.00 - .
-- -
00
- 0
7.80 163,488 1406.80 0.00 0.00 0.00 - 0.00 0.00 - .
- -
00
- 0
7.90 167,231 1406.90 0.00 0.00 0.00 - 0.00 0.00 - .
- --
00
0
8.00 170,974 1407.00 0.00 0.00 0.00 - 0.00 0.00 - .
- - -
0
00
8.05 173,006 1407.05 0.00 0.00 0.00 -- 0.00 0.00 - .
- - ---
0
00
8.10 175,038 1407.10 0.00 0.00 0.00 - 0.00 0.00 - .
- - ---
0
00
8.15 177,071 1407.15 0.00 0.00 0.00 - 0.00 0.00 -- .
--- - --
00
0
8.20 179,103 1407.20 0.00 0.00 0.00 -- 0.00 0.00 - .
--- --- --
00
0
8.25 181,135 1407.25 0.00 0.00 0.00 -- 0.00 0.00 -- .
--- -- ---
0
00
8.30 183,167 1407.30 0.00 0.00 0.00 - 0.00 0.00 -- .
- - - ---
00
--- 0
8.35 185,199 1407.35 0.00 0.00 0.00 --- 0.00 0.00 -- .
- -
0
00
• 8.40 187,231 1407.40 0.00 0.00 0.00 -_ 0.00 0.00 __ .
__ - -
00
0
8.45 189,263 1407.45 0.00 0.00 0.00 0.00 0.00 .
0
00
8.50 191,296 1407.50 0.00 0.00 0.00 -- 0.00 0.00 --- .
-- --
00
--- 0
8.55 193,572 1407.55 0.00 0.00 0.00 - 0.00 0.00 - .
- -
00
-- 0
8.60 195,848 1407.60 0.00 0.00 0.00 --- 0.00 0.00 - .
-- - -
0
00
8.65 198,124 1407.65 0.00 0.00 0.00 - 0.00 0.00 --- .
--- -- --
Continues on next page...
Pond 1
Stage I Storage I D ischarge Table
tage Storage
cuft Elevation
ft Civ A
cfs Civ B Civ C PrfRsr
cfs cfs cfs Wr A
cfs Wr B Wr C
cfs cfs Wr D Exfil User Total
cfs cfs cfs cfs
70
8 400
200 1407.70 0.00 0.00 0.00 -- 0.00 0.00 --- - --- -- 0.00
00
- 0
.
75
8 ,
676
202 1407.75 0.00 0.00 0.00 - 0.00 0.00 - .
-- -
00
- 0
.
8.80 ,
204,952 1407.80 0.00 0.00 0.00 - 0.00
00
0 0.00 ---
00 -
0 .
- - -
- - - 0.00
8.85 207,229 1407.85 0.00 0.00 0.00 - .
00
0 .
00 -
0 - - - 0.00
8.90 209,505 1407.90 0.00 0.00 0.00 - .
00
0 .
00 -
0 - -- -- 0.00
8.95 211,781 1407.95 0.00 0.00 0.00 -- .
00
0 .
00 -
0 - - - 0.00
9.00 214,057 1408.00 0.00 0.00 0.00 - .
00
0 .
00 -
0 - - - 0.01
05
9 216,728 1408.05 0.01 is 0.01 is 0.00 - . . 03
0
.
10
9 219,399 1408.10 0.03 is 0.03 is 0.00 - 0.00 0.00 - .
- - --
06
0
.
15
9 222,070 1408.15 0.06 is 0.06 is 0.00 - 0.00 0.00 - .
- - -
0
10
.
9.20 224,741 1408.20 0.10 is 0.10 is 0.00 - 0.00 0.00 - .
- - -
15
- 0
25
9 227,412 1408.25 0.16 is 0.15 is 0.00 - 0.00 0.00 - .
- -
0
20
.
930 230,084 1408.30 0.20 is 0.20 is 0.00 - 0.00 0.00 -- .
- - -
25
0
9.35 232,755 1408.35 0.25 is 0.25 is 0.00 - 0.00 0.00 - .
- - -
29
0
9.40 235,426 1408.40 0.29 is 0.29 is 0.00 - 0.00 0.00 - .
- - -
32
- 0
9.45 238,097 1408.45 0.33 is 0.32 is 0.00 -- 0.00 0.00 - .
- -
0
35
9.50 240,768 1408.50 0.36 is 0.35 is 0.00 - 0.00 0.00 - .
- - -
38
0
9.55 243,716 1408.55 0.38 is 0.38 is 0.00 - 0.00 0.00 - .
- - -
41
-- 0
9.60 246,665 1408.60 0.41 is 0.41 is 0.00 -- 0.00 0.00 - .
- -
44
0
9.65 249,613 1408.65 0.44 is 0.44 is 0.00 --- 0.00 0.00 - .
- - -
46
0
9.70 252,561 1408.70 0.46 is 0.46 is 0.00 - 0.00 0.00 - .
- - -
0
48
9.75 255,510 1408.75 0.49 is 0.48 is 0.00 -- 0.00 0.00 - .
- - -
50
- 0
9.80 258,458 1408.80 0.52 is 0.50 is 0.00 --- 0.00 0.00 -- .
- -
53
0
9.85 261,406 1408.85 0.53 is 0.53 is 0.00 - 0.00 0.00 - .
- - -
0
55
9.90 264,355 1408.90 0.55 is 0.55 is 0.00 - 0.00 0.00 - .
- - -
57
0
9.95 267,303 1408.95 0.58 is 0.57 is 0.00 - 0.00 0.00 - .
- - -
58
0
10.00 270,251 1409.00 0.58 is 0.58 is 0.00 - 0.00 0.00 - .
- - --
62
0
10.10 276,519 1409.10 0.62 is 0.62 is 0.00 - 0.00 0.00 - .
- - -
65
0
10.20 282,787 1409.20 0.65 is 0.65 is 0.00 --- 0.00 0.00 - .
- - -
0
69
10.30 289,055 1409.30 0.69 is 0.69 is 0.00 - 0.00 0.00 - .
- - -
72
0
10.40
• 10.50 295,322
301,590 1409.40
1409.50 0.72 is
0.76 is 0.72 is
0.75 is 0.00 -
0.00 0.00
0.00 0.00 -
0.00 .
- - -
0.75
0
86
10.60 307,858 1409.60 0.88 is 0.77 is 0.08 is - 0.00 0.00 .
12
1
10.70 314,125 1409.70 1.16 is 0.80 is 0.32 is -- 0.00 0.00 - - - -
.
1
99
10.80 320,393 1409.80 1.53 is 0.83 is 0.69 is - 0.00 0.48 - - - -
.
3
36
10.90 326,661 1409.90 2.03 is 0.85 is 1.17 is - 0.00 1.34 - .
- - -
08
5
11.00 332,928 1410.00 2.66 is 0.88 is 1.73 is - 0.00 2.47 - .
- - -
04
7
11.10 339,659 1410.10 3.26 is 0.90 is 2.34 is - 0.00 3.80 - .
- - -
17
9
11.20 346,390 1410.20 3.88 is 0.93 is 2.94 is - 0.00 5.30 - .
-- -- --
44
11
11.30 353,121 1410.30 4.50 is 0.95 is 3.52 is --- 0.00 6.97 -- .
-- - ---
70
13
11.40 359,851 1410.40 4.94 is 0.97 is 3.94 is - 0.00 8.79 --- .
-- - --
07
16
11.50 366,582 1410.50 5.37 is 0.99 is 4.34 is --- 0.00 10.73 -- .
-- - ---
18
54
11.60 373,313 1410.60 5.76 is 1.02 is 4.71 is -- 0.00 12.81 -- .
-- -- -
21
09
11.70 380,043 1410.70 6.10 oc 1.04 is 5.06 is - 0.00 15.00 -- .
-- - -
74
23
11.80 386,774 1410.80 6.43 oc 1.06 is 5.38 is - 0.00 17.31 -- .
- -- ---
48
26
11.90 393,505 1410.90 6.76 oc 1.08 is 5.68 is -- 0.00 19.72 - .
-- - -
30
29
12.00 400,235 1411.00 7.07 oc 1.10 is 5.97 is -- 0.00 22.23 - .
-- -- -
32
21
10
12 443
407 1411.10 7.36 oc 1.12 is 6.24 is - 0.00 24.85 - .
- - -
.
12
20 ,
414
651 1411.20 7.64 oc 1.14 is 6.51 is - 0.00 27.56 - - - -- 35.20
.
30
12 ,
859
421 1411.30 7.91 oc 1.15 is 6.76 is - 0.00 30.36 - - -- - 38.27
.
12
40 ,
067
429 1411.40 8.18 oc 1.17 is 7.00 is - 0.00 33.25 - --- - - 41.42
.
50
12 ,
436
275 1411.50 8.43 oc 1.19 is 7.24 is - 0.00 36.23 - - - - 44.65
.
60
12 ,
443
483 1411.60 8.67 oc 1.21 is 7.47 is - 0.00 39.29 - -- - -- 47.96
.
70
12 ,
691
450 1411.70 8.91 oc 1.23 is 7.69 is -- 0.00 42.43 -- - - - 51.34
.
12
80 ,
899
457 1411.80 9.15 oc 1.24 is 7.90 is - 0.00 45.65 - - - - 54.80
.
12
90 ,
107
465 1411.90 9.37 oc 1.26 is 8.11 is - 0.00 48.95 - - - - 58.32
.
13
00 ,
315
472 1412.00 9.59 oc 1.28 is 8.32 is - 0.00 52.32 - - - - 61.92
.
13
10 ,
480
014 1412.10 9.81 oc 1.30 is 8.51 is - 0.00 55.77 - - - - 65.58
.
20
13 ,
487
713 1412.20 10.02 oc 1.31 is 8.71 is -- 0.00 59.29 -- - -- --- 69.31
.
30
13 ,
412
495 1412.30 10.23 oc 1.33 is 8.90 is - 0.00 62.89 - - - - 73.12
.
40
13 ,
111
503 1412.40 10.43 oc 1.34 is 9.09 is -- 0.00 66.55 - - - - 76.98
.
50
13 ,
510,809 1412.50 10.63 oc 1.36 is 9.27 is --- 0.00 70.28 -- - - - 80.91
.
13.60 518,508 1412.60 10.82 oc 1.38 is 9.45 is - 0.00 74.08 - -- -- -- 84.90
70
13 526
207 1412.70 11.01 oc 1.39 is 9.62 is -- 0.00 77.94 -- -- -- --- 88.96
.
13.80 ,
533,906 1412.80 11.20 oc 1.41 is 9.80 is - 0.00 81.88 -- - -- -- 93.08
90
. 13 605
541 1412.90 11.39 oc 1.42 is 9.97 is - 0.00 85.87 - ?_ - ___ 97.26
.
14.00 ,
304
549 1413.00 11.57 oc 1.44 is _
10.13 is - 0.00 89.92 101.49
14.10 ,
557,507 1413.10 13.43 oc 1.45 is 10.30 is -- 1.68 94.04 -- --- --- -- 107.47
20
14 711
565 1413.20 16.69 oc 1.47 is 10.46 is --- 4.76 98.22 -- - -- --- 114.91
.
14.30 ,
573,914 1413.30 20.65 oc 1.28 is 10.62 is -- 8.76 102.46 - - -- -- 123.11
14.40 582,118 1413.40 22.55 oc 0.92 is 8.15 is --- 13.48 106.76 - --- -- -- 129.31
Continues on next page...
Pond 1
;stage J Storage 1 Discharge Table
tage
O Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
f
f cult ft cfs cfs cfs cfs cfs cfs cfs s
cfs cfs cfs c
14.50 590,322 1413.50 23.91 oc 0.52 is 4.56 is - 18.84 111.12 --- -- -- - 135.03
82
139
14.60 598,525 1413.60 24.29 oc 0.36 is 3.14 is -- 20.79s 115.53 - .
-- -- -
144
46
14.70 606,729 1413.70 24.47 oc 0.29 is 2.55 is - 21.62s 120.00 - .
-- - -
14
149
14.80 614,933 1413.80 24.61 oc 0.24 is 2.14 is - 22.22s 124.53 - .
- - -
83
153
14.90 623,136 1413.90 24.72 oc 0.21 is 1.84 is - 22.67s 129.12 - .
-- - -
58
158
15.00 631,340 1414.00 24.83 oc 0.18 is 1.61 is -- 23.04s 133.75 - .
- - -
37
163
15.10 640,063 1414.10 24.93 oc 0.16 is 1.42 is - 23.35s 138.44 - .
- - -
22
168
15.20 648,785 1414.20 25.03 oc 0.14 is 1.27 is -- 23.62s 143.19 - .
- - -
173
10
15.30 657,507 1414.30 25.12 oc 0.13 is 1.14 is - 23.84s 147.99 - .
- - -
04
178
15.40 666,230 1414.40 25.22 oc 0.12 is 1.04 is - 24.04s 152.84 - .
- - -
03
183
15.50 674,952 1414.50 25.31 oc 0.11 is 0.95 is - 24.23s 157.75 - .
- - -
188
08
15.60 683,674 1414.60 25.39 oc 0.10 is 0.87 is - 24.41 s 162.70 - .
- - -
16
193
15.70 692,397 1414.70 25.48 oc 0.09 is 0.80 is - 24.56s 167.71 - .
- - -
28
198
15.80 701,119 1414.80 25.57 oc 0.08 is 0.74 is - 24.69s 172.77 - .
- - -
49
203
15.90 709,842 1414.90 25.65 oc 0.0B is 0.69 is - 24.85s 177.87 - .
- - -
208
70
16.00 718,564 1415.00 25.74 oc 0.07 is 0.65 is - 24.95s 183.03 - .
- - -
...End
0
0
Pond Report
Hydraflow Hydrographs by Intelisolve v9.1 Tuesday, Jan 19, 2010
Pond No. 2 - Pond 1 Forbay
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 1404.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 1404.00
1.00 1405.00
2.00 1406.00
3.00 1407.00
3.50 1407.50
4.00 1408.00
Contour area (sqft)
8,395
9,620
10,924
12,304
13,022
15,559
Incr. Storage (cult)
0
9,000
10,264
11,606
6,330
7,135
Total storage (cult)
0
9,000
19,264
30,870
37,200
44,335
Culvert / Orifice Structures Weir Structures
[A] 1131 [C] [PrfRsr] [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
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 / 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
00 0 1404.00
0 - - - - - --- - - - - 0.00
.
10 900 1404.10
0 - - - - - - -- - -- - 0.00
.
0.20 1,800 1404.20 - -- - - - - -- - - - 0.00
0.30 2,700 1404.30 - - --- - - -- - -- - - 0.00
0.40 3,600 1404.40 - -- - -- -- - -- -- - - 0.00
0.50 4,500 1404.50 - -- - -- -- --- - - -- - 0.00
0.60 5,400 1404.60 - - -- -- - -- - --- - - 0.00
0.70 6,300 1404.70 -- -- -- - - -- --- - -- - 0.00
0.80 7,200 1404.80 0.00
0.90 8,100 1404.90 - - - -- -- -- -- -- -- -- 0.00
1.00 9,000 1405.00 - - - - -- -- - - --- - 0.00
1.10 10,026 1405.10 - - -- - - - --- --- --- - - 0.00
1.20 11,052 1405.20 - - - --- - -- -- -- -- -- 0.00
1.30 12,079 1405.30 - - - -- -- - -- - -- - 0.00
1.40 13,105 1405.40 - -- - - - - - - -- - 0.00
1.50 14,132 1405.50 - - -- - -- -- -- - - -- 0.00
1.60 15,158 1405.60 - - -- -- - - -- -- - -- 0.00
1.70 16,185 1405.70 - - -- -- - -- - - - - 0.00
1.80 17,211 1405.80 - - - -- - - - --- --- -- 0.00
1.90 18,237 1405.90 - - -- - - -- - - - - 0.00
2.00 19,264 1406.00 - - - --- -- - - -- - - 0.00
2.10 20,424 1406.10 - - -- - - -- -- -- - - 0.00
2.20 21,585 1406.20 - 0.00
2.30 22,746 1406.30 - - - - - - - -- -- --- 0.00
2.40 23,906 1406.40 - -- - - - - - - -- - 0.00
2.50 25,067 1406.50 -- - -- - -- -- --- --- -- --- 0.00
2.60 26,227 1406.60 - - -- - - --- -- -- --- -- 0.00
2.70 27,388 1406.70 - -- - -- -- -- - - -- -- 0.00
2.80 28,549 1406.80 - -- -- --- -- --- -- --- - 0.00
2.90 29,709 1406.90
• 3.00 30,870 1407.00 ---
u --- --- -- -- -- - -- -- -
__- 0.00
0.00
3.05 31,503 1407.05 0.00
3.10 32,136 1407.10 --- - - - ___ ___ ___ --- 0.00
3.15 32,769 1407.15 -- --- - -- - --- --- --- -- --- 0.00
3.20 33,402 1407.20 -- -- --- -- - -- -- --- - --- 0.00
3.25 34,035 1407.25 -- --- - -- --- --- --- --- --- -- 0.00
Continues on next page..
Pond 1 Forbay
Stage I Storage I Discharge Table

tage
S
Storage
Elevation Clv A
It
0 Cuft ft Cfs
3.30 34,668 1407.30 -
3.35 35,301 1407.35 ---
3.40 35,934 1407.40 --
3.45 36,567 1407.45 -
3.50 37,200 1407.50 --
3.55 37,913 1407.55 -
3.60 38,627 1407.60 -
3.65 39,340 1407.65 -
3.70 40,054 1407.70 -
3.75 40,767 1407.75 -
3.80 41,481 1407.80 -
3.85 42,194 1407.85 -
3.90 42,908 1407.90 -
3.95 43,621 1407.95 -
4.00 44,335 1408.00 -
...End
0
Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Ex2ii User Total
Gfs CTS Cfs Cfs Cfs Cfs Cfs Cis CfS CTS
--- -- -- - - - - 0.00
- -- -- - --- --- -- - - 0.00
- -- - -- -- -- - - -- 0.00
-- --- - - -- - -- - 0.00
-- - - - - - - - 0.00
- - - - - - - -- 0.00
- - - - - - - - - 0.00
-- --- - - - - - - 0.00
- - - - - - - -- 0.00
- - - - - - - - - 0.00
- - - - - - - - - 0.00
- - - - - 0.00
- - - - - 0.00
- - - - - - - 0.00
- - - - - - - - 0.00

ydrograph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.1
Hydrograph Inflow Peak Outflow (cfs) Hydrograph
type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10 Yr 25-Yr 50-Yr F10-0-yr
1 SCS Runoff -- 11.84 25.99 - 53.34 78.03 115.21 147.31 182.18 Pre 1
2 SCS Runoff 104.72 144.25 --- 207.22 258.24 329.59 387.34 447.04 Post 1 to Pond
3 Reservoir 2 4.921 13.58 35.85 58.25 91.62 128.48 157.92 Pond 1 Route
4 SCS Runoff 4.313 9.398 19.11 27.84 40.97 52.24 64.37 Post l Bypass
5 Combine 3,4 5.340 14.95 44.18 71.91 114.51 156.73 198.58 Post 1 Total
7 SCS Runoff - 0.656 1.667 ? - ? 3.672 5.511 8.305 10.72 13.34 2 Pre
8 SCS Runoff 0.608 1.476 - 3.172 4.731 7.093 9.134 11.34 2 Post
10 SCS Runoff 1.992 6.934 ? - ? 18.15 29.02 45.84 60.60 76.72 3 Pre
11 SCS Runoff 0.939 2.210 -- 4.678 6.934 10.34 13.29 16.46 3 Post
13 SCS Runoff - 0.184 0.664 - 1.746 2.793 4.410 5.828 7.376 4 Pre
14 SCS Runoff 0.161 0.580 --- 1.527 2.442 3.855 5.094 6.448 4 Post
16 SCS Runoff -- 1.017 1.417 - 2.059 2.577 3.310 3.904 4.518 5 Pre
17 SCS Runoff - 0.936 1.202 -- 1.609 1.930 2.369 2.721 3.084 5 Post
19 Combine 1, 7,10,, 3,M02 35.42 76.73 114.81 172.58 223.07 278.00 Pre Total
20 Combine 5, 8, 11, 1 4,71.458 18.60 -- 53.05 85.11 134.81 179.52 232.01 Post Total
22 SCS Runoff 17.31 34.46 66.40 94.69 136.88 173.35 212.46 Culvert 1 Pre
23 Reservoir 22 17.31 34.44 -- 65.64 86.57 109.93 144.17 182.41 Culvert 1 Pre Route
24 SCS Runoff - 13.20 22.56 ----- 38.93 53.04 73.65 90.95 109.27 Culvert 1 Post WM Pond Bypass
25 Combine 3,24 13.83 24.50 - 59.61 92.22 141.44 184.12 236.79 Culvert 1 Post Total
26 Reservoir 25 13.85 24.40 -- 59.23 83.81 110.91 154.71 199.12 Culvert 1 Post Route
28 SCS Runoff - 3.139 7.982 -- 17.58 26.38 39.76 51.33 63.85 Culvert 2 Basin 1 Inflow
29 SCS Runoff 1.700 3.409 - 6.587 9.403 13.60 17.19 21.03 Culvert 2 Pre
30 Combine 28,29 4.839 11.39 --- 24.03 35.67 53.27 68.47 84.88 Culvert 2 Pre Total
31 Reservoir 30 4.676 6.878 -- 8.287 9.158 10.22 10.98 11.70 Culvert 2 Pre Route
32 SCS Runoff --- 1.962 3.687 - 6.839 9.608 13.71 17.19 20.91 Culvert 2 Post
33 Combine 28,32 4.948 11.51 -- 24.21 35.64 52.89 68.01 84.37 Culvert 2 Post Total
34 Reservoir 33 4.755 6.876 --- 8.252 9.108 10.14 10.89 11.60 Culvert 2 Post Route
36 SCS Runoff - 2.482 7.923 ----- 19.97 31.51 49.29 64.84 81.79 Culvet 3 Pre
37 Reservoir 36 1.963 7.261 - - 18.76 29.33 43.94 54.61 64.24 Culvert 3 Pre Route
Proj. file: v1 1-19-10.9PW I Tuesday, Jan 19, 2010
Hydr®graph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hydrograph
o. type
(origin) Peak
flow i
(cfs} Time
nterval
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuff) Hydrograph
description
1 SCS Runoff 11.84 1 F72 50,144 Pre 1
2 SCS Runoff 104.72 1 210,438 - -- Post 1 to Pond
3 Reservoir 4.921 1 167,208 2 1409.99 332,351 Pond 1 Route
4 SCS Runoff 4.313 1 719 12,501 - Post l Bypass
5 Combine 5.340 1 797 179,709 3,4 - Post 1 Total
7 SCS Runoff 0.656 1 721 2,413 - - 2 Pre
8 SCS Runoff 0.608 1 720 1,992 - 2 Post
10 SCS Runoff 1.992 1 724 13,386 - - 3 Pre
11 SCS Runoff 0.939 1 720 2,968 - 3 Post
13 SCS Runoff 0.184 1 723 1,169 - 4 Pre
14 SCS Runoff 0.161 1 723 1,022 - 4 Post
16 SCS Runoff 1.017 1 718 2,042 - - 5 Pre
7 SCS Runoff 0.936 1 717 1,951 - - 5 Post
9 Combine
11 1 14.82 1 724 69,153 1, 7, 10, 1 , 16,- - Pre Total
20 Combine 7.468 1 720 187,642 5, 8, 11, 1 , 17,- Post Total
22 SCS Runoff 17.31 1 724 64,909 - -- Culvert 1 Pre
23 Reservoir 17.31 1 725 64,909 22 1353.47 425 Culvert 1 Pre Route
24 SCS Runoff 13.20 1 718 29,580 --- - - Culvert 1 Post WM Pond Bypass
25 Combine 13.83 1 718 196,787 3,24 -- Culvert 1 Post Total
26 Reservoir 13.85 1 719 196,732 25 1353.31 360 Culvert 1 Post Route
28 SCS Runoff 3.139 1 721 11,550 - Culvert 2 Basin 1 Inflow
29 SCS Runoff 1.700 1 721 5,179 -- -- - Culvert 2 Pre
30 Combine 4.839 1 721 16,729 28,29 -- -- Culvert 2 Pre Total
31 Reservoir 4.676 1 722 16,729 30 1349.06 204 Culvert 2 Pre Route
32 SCS Runoff 1.962 1 719 4,826 - - - Culvert 2 Post
33 Combine 4.948 1 720 16,375 28,32 --- -- Culvert 2 Post Total
34 Reservoir 4.755 1 721 16,375 33 1349.08 212 Culvert 2 Post Route
36 SCS Runoff 2.482 1 724 14,946 --- ----- --- Culvet 3 Pre
37 Reservoir 1.963 1 729 14,944 36 1355.51 801 Culvert 3 Pre Route
v1 1-19-10.gpw Return Period: 1 Year Tuesday, Jan 19, 2010
Hydr®graph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hydrograph
o. type
(origin) Peak
flow i
(cfs) Time
nterval
(min) Time to
peak
(min) Hyd. Inflow
volume hyd(s)
(cuft) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
38 SCS Runoff 1.824 1 719 4,809 - -- --- Culvert 3 Post
39 Reservoir 1.086 1 723 4,807 38 1355.38 590 Culvert 3 Post Route
v1 1-19-10.gpw Return Period: 1 Year Tuesday, Jan 19, 2010
ydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
J. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 25.99 1 724 87,125 - --- - Pre 1
2 SCS Runoff 144.25 1 718 291,569 -- - - Post 1 to Pond
3 Reservoir 13.58 1 747 247,459 2 1410.40 359,513 Pond 1 Route
4 SCS Runoff 9.398 1 719 22,100 - Post l Bypass
5 Combine 14.95 1 743 269,559 3,4 Post 1 Total
7 SCS Runoff 1.667 1 720 4,442 - - 2 Pre
8 SCS Runoff 1.476 1 719 3,642 - 2 Post
10 SCS Runoff 6.934 1 723 26,329 - 3 Pre
11 SCS Runoff 2.210 1 719 5,379 - 3 Post
13 SCS Runoff 0.664 1 722 2,319 - 4 Pre
14 SCS Runoff 0.580 1 722 2,027 - - 4 Post
16 SCS Runoff 1.417 1 718 2,856 - -- 5 Pre
67 SCS Runoff 1.202 1 717 2,538 - - 5 Post
19 Combine 35.42 1 723 123,071 1, 7, 10, 1' , 16,- - Pre Total
20 Combine 18.60 1 721 283,146 5, 8, 11, 1 , 17,- Post Total
22 SCS Runoff 34.46 1 723 108,939 - --- Culvert 1 Pre
23 Reservoir 34.44 1 724 108,939 22 1354.15 762 Culvert 1 Pre Route
24 SCS Runoff 22.56 1 718 47,203 - -- - Culvert 1 Post WM Pond Bypass
25 Combine 24.50 1 720 294,662 3,24 - - Culvert 1 Post Total
26 Reservoir 24.40 1 720 294,607 25 1353.78 545 Culvert 1 Post Route
28 SCS Runoff 7.982 1 720 21,265 - - Culvert 2 Basin 1 Inflow
29 SCS Runoff 3.409 1 720 8,807 - -- Culvert 2 Pre
30 Combine 11.39 1 720 30,072 28,29 - Culvert 2 Pre Total
31 Reservoir 6.878 1 725 30,072 30 1350.42 2,036 Culvert 2 Pre Route
32 SCS Runoff 3.687 1 718 8,073 - --- - Culvert 2 Post
33 Combine 11.51 1 719 29,338 28,32 -- Culvert 2 Post Total
34 Reservoir 6.876 1 724 29,337 33 1350.42 2,031 Culvert 2 Post Route
6 SCS Runoff 7.923 1 723 28,872 --- ----- -- Culvet 3 Pre
Reservoir 7.261 1 725 28,870 36 1356.02 1,605 Culvert 3 Pre Route
v1 1-19-10.gpw Return Period: 2 Year Tuesday, Jan 19, 2010
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev8.1
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.1
Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 53.34 1 723 156,721 - -- Pre 1
2 SCS Runoff 207.22 1 718 424,294 - -- Post 1 to Pond
3 Reservoir 35.85 1 727 379,299 2 1411.22 416,182 Pond 1 Route
4 SCS Runoff 19.11 1 718 40,332 - - Post l Bypass
5 Combine 44.18 1 722 419,631 3,4 - Post 1 Total
7 SCS Runoff 3.672 1 719 8,381 - - 2 Pre
8 SCS Runoff 3.172 1 718 6,834 - 2 Post
10 SCS Runoff 18.15 1 722 52,269 - 3 Pre
11 SCS Runoff 4.678 1 718 10,021 - 3 Post
13 SCS Runoff 1.746 1 720 4,636 - 4 Pre
14 SCS Runoff 1.527 1 720 4,053 - 4 Post
16 SCS Runoff 2.059 1 718 4,195 - - 5 Pre
17 SCS Runoff 1.609 1 717 3,462 - - - 5 Post
19 Combine 76.73 1 722 226,203 1, 7, 10, 1 , 16,- Pre Total
20 Combine 53.05 1 721 444,000 5, 8, 11, 1 , 17,- Post Total
22 SCS Runoff 66.40 1 723 190,236 - - - Culvert 1 Pre
23 Reservoir 65.64 1 724 190,236 22 1355.20 1,845 Culvert 1 Pre Route
24 SCS Runoff 38.93 1 718 78,793 -- -- Culvert 1 Post WM Pond Bypass
25 Combine 59.61 1 720 458,093 3,24 - Culvert 1 Post Total
26 Reservoir 59.23 1 721 458,037 25 1355.00 1,456 Culvert 1 Post Route
28 SCS Runoff 17.58 1 719 40,122 - - Culvert 2 Basin 1 Inflow
29 SCS Runoff 6.587 1 720 15,558 -- - Culvert 2 Pre
30 Combine 24.03 1 719 55,680 28,29 Culvert 2 Pre Total
31 Reservoir 8.287 1 727 55,680 30 1352.02 9,316 Culvert 2 Pre Route
32 SCS Runoff 6.839 1 718 14,059 - -- - Culvert 2 Post
33 Combine 24.21 1 719 54,181 28,32 - Culvert 2 Post Total
34 Reservoir 8.252 1 726 54,181 33 1351.97 9,057 Culvert 2 Post Route
36 SCS Runoff 19.97 1 721 56,586 -- -- - Culvet 3 Pre
37 Reservoir 18.76 1 724 56,584 36 1356.73 3,229 Culvert 3 Pre Route
v1 1-19-10.gpw I Return Period: 5 Year I Tuesday, Jan 19, 2010
3 ?dr®graph Summary Report
4 1
Hydraflow Hydrographs by Intelisolve V9.1
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
8 SCS Runoff 7.080 1 718 14,729 - Culvert 3 Post
G Reservoir 6.386 1 720 14,727 38 1355.95 1,487 Culvert 3 Post Route
V1 1-19-10.gpw Return Period: 5 Year Tuesday, Jan 19, 2010
-lydrograph Summary Report
Hydraflow Hydrographs by intelisolve v9.1
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 78.03 1 723 220,097 - -- - Pre 1
2 SCS Runoff 258.24 1 717 533,685 - - - Post 1 to Pond
3 Reservoir 58.25 1 726 488,260 2 1411.90 464,959 Pond 1 Route
4 SCS Runoff 27.84 1 718 57,038 - - Post 1 Bypass
5 Combine 71.91 1 721 545,298 3,4 - -- Post 1 Total
7 SCS Runoff 5.511 1 719 12,042 - 2 Pre
8 SCS Runoff 4.731 1 718 9,794 - - 2 Post
10 SCS Runoff 29.02 1 721 76,882 - - 3 Pre
11 SCS Runoff 6.934 1 718 14,312 - - 3 Post
13 SCS Runoff 2.793 1 720 6,840 - - -- 4 Pre
14 SCS Runoff 2.442 1 720 5,979 - - 4 Post
16 SCS Runoff 2.577 1 717 5,304 - -- 5 Pre
7 SCS Runoff 1.930 1 717 4,203 - - 5 Post
19 Combine 114.81 1 722 321,164 1, 7, 10, 1 , 16,- - Pre Total
20 Combine 85.11 1 720 579,584 5, 8, 11, 1 , 17,- Post Total
22 SCS Runoff 94.69 1 723 263,311 - - - Culvert 1 Pre
23 Reservoir 86.57 1 726 263,311 22 1356.82 6,229 Culvert 1 Pre Route
24 SCS Runoff 53.04 1 718 106,609 - -- ---- Culvert 1 Post WM Pond Bypass
25 Combine 92.22 1 720 594,869 3,24 - - Culvert 1 Post Total
26 Reservoir 83.81 1 723 594,812 25 1356.59 5,453 Culvert 1 Post Route
28 SCS Runoff 26.38 1 719 57,646 - Culvert 2 Basin 1 Inflow
29 SCS Runoff 9.403 1 720 21,656 - -- Culvert 2 Pre
30 Combine 35.67 1 719 79,302 28,29 Culvert 2 Pre Total
31 Reservoir 9.158 1 729 79,302 30 1353.15 17,611 Culvert 2 Pre Route
32 SCS Runoff 9.608 1 718 19,432 - - Culvert 2 Post
33 Combine 35.64 1 719 77,078 28,32 --- Culvert 2 Post Total
34 Reservoir 9.108 1 727 77,078 33 1353.08 17,020 Culvert 2 Post Route
6 SCS Runoff 31.51 1 721 82,737 -- - -- Culvet 3 Pre
37 Reservoir 29.33 1 723 82,735 36 1357.27 4,677 Culvert 3 Pre Route
v1 1-19-10.gpW Return Period: 10 Year Tuesday, Jan 19, 2010
Hydraflow Hydrographs by Inteiisolve v9.1
H ayrograph Summary Report
yr®graph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hydrograph Peak Time Time to Maximum Total Hydrograph
o type flow i nterval peak elevation strge used description
. (origin) (cfs) (min) (min) (ft) (cuff)

1 SCS Runoff 115.21 1 723 7316,721 -
-- - Pre 1
2 SCS Runoff 329.59 1 717 - Post 1 to Pond
3 Reservoir 91.62 1 725 1412.77 531,187 Pond 1 Route
4 SCS Runoff 40.97 1 718 82,621 - - - Post l Bypass
5 Combine 114.51 1 721 725,672 3,4 - - Post 1 Total
7 SCS Runoff 8.305 1 719 17,702 - 2 Pre
8 SCS Runoff 7.093 1 718 14,363 - - - 2 Post
10 SCS Runoff 45.84 1 721 115,481 - - 3 Pre
11 SCS Runoff 10.34 1 718 20,922 - - 3 Post
13 SCS Runoff 4.410 1 720 10,302 - - 4 Pre
14 SCS Runoff 3.855 1 720 9,006 - - 4 Post
16 SCS Runoff 3.310 1 717 6,884 -- -- 5 Pre
7 SCS Runoff 2.369 1 717 5,234 - - 5 Post
9
11 1 Combine 172.58 1 722 467,089 1, 7, 10, 1 , 16,- Pre Total
20 Combine 134.81 1 720 775,197 5, 8, 11, 1 , 17,- - Post Total
22 SCS Runoff 136.88 1 722 373,696 -- -- - Culvert 1 Pre
23 Reservoir 109.93 1 727 373,696 22 1358.93 20,334 Culvert 1 Pre Route
24 SCS Runoff 73.65 1 718 148,010 -- --- -- Culvert 1 Post WM Pond Bypass
25 Combine 141.44 1 720 791,061 3,24 -- - Culvert 1 Post Total
26 Reservoir 110.91 1 725 791,003 25 1359.02 21,120 Culvert 1 Post Route
28 SCS Runoff 39.76 1 719 84,744 - Culvert 2 Basin 1 Inflow
29 SCS Runoff 13.60 1 720 30,902 -- -- - Culvert 2 Pre
30 Combine 53.27 1 719 115,647 28,29 - Culvert 2 Pre Total
31 Reservoir 10.22 1 730 115,646 30 1354.68 31,901 Culvert 2 Pre Route
32 SCS Runoff 13.71 1 718 27,542 - -- Culvert 2 Post
33 Combine 52.89 1 719 112,287 28,32 - Culvert 2 Post Total
34 Reservoir 10.14 1 729 112,286 33 1354.56 30,766 Culvert 2 Post Route
36 SCS Runoff 49.29 1 721 123,606 -- -- -- Culvet 3 Pre
37 Reservoir 43.94 1 724 123,604 36 1358.17 7,618 Culvert 3 Pre Route
v1 1-19-10.gpw Return Period: 25 Year Tuesday , Jan 19, 2010
ydrograph Summary Report HydraflowHydrographsbylntelisolvev9.1
ydrograph Summary Report HydraflowHydrographsbylntelisolvev9.1
Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
1 SCS Runoff 147.31 1 722 400,799 -- Pre 1
2 SCS Runoff 387.34 1 717 816,898 - - Post 1 to Pond
3 Reservoir 128.48 1 724 770,703 2 1413.39 581,014 Pond 1 Route
4 SCS Runoff 52.24 1 718 104,957 - - Post 1 Bypass
5 Combine 156.73 1 722 875,660 3,4 Post 1 Total
7 SCS Runoff 10.72 1 719 22,681 - - 2 Pre
8 SCS Runoff 9.134 1 718 18,377 - 2 Post
10 SCS Runoff 60.60 1 721 149,790 - 3 Pre
11 SCS Runoff 13.29 1 718 26,720 - 3 Post
13 SCS Runoff 5.828 1 720 13,384 - -- - 4 Pre
14 SCS Runoff 5.094 1 720 11,700 - -- 4 Post
16 SCS Runoff 3.904 1 717 8,188 - ---- -- 5 Pre
0 SCS Runoff 2.721 1 717 6,073 - 5 Post
19 Combine 223.07 1 721 594,841 1, 7, 10, 1 , 16,- Pre Total
20 Combine 179.52 1 721 938,529 5, 8, 11, 1 , 17,- - Post Total
22 SCS Runoff 173.35 1 722 469,073 -- -- --- Culvert 1 Pre
23 Reservoir 144.17 1 727 469,073 22 1360.08 32,544 Culvert 1 Pre Route
24 SCS Runoff 90.95 1 718 183,379 ---- ----- Culvert 1 Post WM Pond Bypass
25 Combine 184.12 1 720 954,081 3,24 -- -- Culvert 1 Post Total
26 Reservoir 154.71 1 725 954,025 25 1360.32 35,661 Culvert 1 Post Route
28 SCS Runoff 51.33 1 719 108,579 - - Culvert 2 Basin 1 Inflow
29 SCS Runoff 17.19 1 720 38,913 - --- - Culvert 2 Pre
30 Combine 68.47 1 719 147,491 28,29 -- Culvert 2 Pre Total
31 Reservoir 10.98 1 733 147,491 30 1355.88 45,366 Culvert 2 Pre Route
32 SCS Runoff 17.19 1 718 34,544 - -- Culvert 2 Post
33 Combine 68.01 1 718 143,123 28,32 - --- Culvert 2 Post Total
34 Reservoir 10.89 1 731 143,123 33 1355.74 43,691 Culvert 2 Post Route
36 SCS Runoff 64.84 1 721 159,837 - ----- -- Culvet 3 Pre
37 Reservoir 54.61 1 724 159,835 36 1359.08 11,489 Culvert 3 Pre Route
v1 1-19-10.gpw Return Period: 50 Year Tuesday, Jan 19, 2010
yd ro ra p h Summary Report Hydraflow Hydrographs by Intelisolve v9.1
Hy rograph Summary Repo Hydraflow Hydrographs by lntelisolve v9.1
Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 182.18 1 722 492,232 - - Pre 1
2 SCS Runoff 447.04 1 717 950,951 - - - Post 1 to Pond
3 Reservoir 157.92 1 724 904,516 2 1413.99 630,203 Pond 1 Route
4 SCS Runoff 64.37 1 718 129,302 - Post l Bypass
5 Combine 198.58 1 720 1,033,818 3, 4 Post 1 Total
7 SCS Runoff 13.34 1 719 28,135 - 2 Pre
8 SCS Runoff 11.34 1 718 22,770 - - 2 Post
10 SCS Runoff 76.72 1 721 187,650 - - - 3 Pre
11 SCS Runoff 16.46 1 718 33,060 - 3 Post
13 SCS Runoff 7.376 1 720 16,787 - 4 Pre
14 SCS Runoff 6.448 1 720 14,675 - -- 4 Post
16 SCS Runoff 4.518 1 717 9,556 - - 5 Pre

V7 SCS Runoff 3.084 1 717 6,944 -- - 5 Post
19 Combine 278.00 1 721 734,361 1, 7,10,1: , 16,- Pre Total
20 Combine 232.01 1 720 1,111,267 5, 8, 11, 1 , 17,- Post Total
22 SCS Runoff 212.46 1 722 572,289 - - - Culvert 1 Pre
23 Reservoir 182.41 1 726 572,289 22 1360.90 42,980 Culvert 1 Pre Route
24 SCS Runoff 109.27 1 718 221,357 ---- --- --- Culvert 1 Post WM Pond Bypass
25 Combine 236.79 1 720 1,125,875 3, 24 -- --- Culvert 1 Post Total
26 Reservoir 199.12 1 724 1,125,819 25 1361.20 47,455 Culvert 1 Post Route
28 SCS Runoff 63.85 1 719 134,690 - Culvert 2 Basin 1 Inflow
29 SCS Runoff 21.03 1 720 47,598 - - Culvert 2 Pre
30 Combine 84.88 1 719 182,288 28,29 Culvert 2 Pre Total
31 Reservoir 11.70 1 738 182,288 30 1357.10 60,882 Culvert 2 Pre Route
32 SCS Runoff 20.91 1 718 42,119 -- -- -- Culvert 2 Post
33 Combine 84.37 1 718 176,808 28,32 -- -- Culvert 2 Post Total
34 Reservoir 11.60 1 737 176,808 33 1356.93 58,574 Culvert 2 Post Route
36 SCS Runoff 81.79 1 721 199,746 -- --- -- Culvet 3 Pre
37 Reservoir 64.24 1 725 199,744 36 1360.07 17,076 Culvert 3 Pre Route
v1 1-19-10.gpw I Return Period: 100 Year I Tuesday, Jan 19, 2010
m ?-% - P% - -- - --A
Hydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 1
Pre 1
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 36.590 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 11.84 cfs
Time to peak = 725 min
Hyd. volume = 50,144 cuft
Curve number = 60.8
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
12.00
Pre 1
Hyd. No. 1 -- 1 Year
•10.00
8.00
6.00
4.00
Q (cfs)
12.00
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. 1 Time (min)
2.00
ydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 2
Post 1 to Pond
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 41.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 104.72 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
210,438 cuft
80.9
Oft
5.00 min
Type II
484
Q (cfs)
120.00
00.00
80.00
60.00
40.00
20.00

Post 1 to Pond
Hyd. No. 2 -- 1 Year
0.00 ' '
0 120 240
Hyd No. 2
360 480 600 720
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
' ' 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
ydrograph Report
draflow Hydrographs by Intelisolve v9.1
40yd. No. 3
Pond 1 Route
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Post 1 to Pond
Reservoir name = Pond 1
Monday, Jan 25, 2010
Peak discharge = 4.921 cfs
Time to peak = 801 min
Hyd. volume = 167,208 cuft
Max. Elevation = 1409.99 ft
Max. Storage = 332,351 cuft
Storage Indication method used. Wet pond routing start elevation = 1408.00 ft.
Q (cfs)
120.00
Pond 1 Route
Hyd. No. 3 -- 1 Year
4000.00
80.00
60.00
40.00
20.00
0.00 -L
• 0
300 600 900 1200
Hyd No. 3 Hyd No. 2
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
1500 1800 2100 2400 2700 3000
Time (min)
Total storage used = 332,351 cuft
Hydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 4
Post l Bypass
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 9.590 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 4.313 cfs
Time to peak = 719 min
Hyd. volume = 12,501 cuft
Curve number = 59.9
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
5.00
•
Post l Bypass
Hyd. No. 4 --1 Year
4.00
3.00
2.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' ' ' a ' 0.00
• 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
1.00
ydr®greph Report
ydraflow Hydrographs by Intelisolve v9.1 Monday, Jan 25, 2010
yd. No. 5
Post 1 Total
Hydrograph type = Combine Peak discharge = 5.340 cfs
Storm frequency = 1 yrs Time to peak = 797 min
Time interval = 1 min Hyd. volume = 179,709 cuft
Inflow hyds. = 3, 4 Contrib. drain. area= 9.590 ac
Q (cfs)
6.00
Post 1 Total
Hyd. No. 5 -- 1 Year
• 5.00
4.00
3.00
2.00
0.00 ' '
• 0 300
Hyd No. 5
1.00
600
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
i i I -L- 0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd No. 4
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
O
yd. 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. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 0.656 cfs
Time to peak = 721 min
Hyd. volume = 2,413 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
2 Pre
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
n nn 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 7 Time (min)
Hydrograph Report
,a'ow Hydrographs by Intelisolve v9.1
4(
yd. No. 8
2 Post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 0.608 cfs
Time to peak = 720 min
Hyd. volume = 1,992 cuft
Curve number = 58.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
2 Post
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
1.00
• 0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
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
0 Hyd No. 8 Time (min)
Hydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 10
3 Pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 16.400 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.05 in
Storm duration = 24 hrs
C7
•
Monday, Jan 25, 2010
Peak discharge = 1.992 cfs
Time to peak = 724 min
Hyd. volume = 13,386 cuft
Curve number = 55.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
3 Pre
Hyd. No. 10 -- 1 Year
1.00
0.00 -1
0
120 240 360 480 600 720 840
Hyd No. 10
Q (cfs)
2.00
1.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydr®graph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 11
3 Post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 2.550 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 0.939 cfs
Time to peak = 720 min
Hyd. volume = 2,968 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
3 Post
Hyd. No. 11 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• HYd No. 11 Time (min)
Hydr®graph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 13
4 Pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.510 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 0.184 cfs
Time to peak = 723 min
Hyd. volume = 1,169 cuft
Curve number = 55.2
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type 11
Shape factor = 484
Q (cfs)
0.50
• 0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
4 Pre
Hyd. No. 13 -- 1 Year
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
0 Hyd No. 13 Time (min)
Hydr®graph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. 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
* Composite (Area/CN) = [(0.850 x 55) + (0.470 x 55)] / 1.320
Monday, Jan 25, 2010
Peak discharge = 0.161 cfs
Time to peak = 723 min
Hyd. volume = 1,022 cuft
Curve number = 55.2*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
4 Post
Q (cfs) Hyd. No. 14 -1 Year Q (cfs)
. 0.50
.0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0.50
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
• HYd No. 14 Time (min)
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
lo
yd. No. 16
5 Pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 0.430 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Q (cfs)
2.00
•
5 Pre
Hyd. No. 16 -- 1 Year
Monday, Jan 25, 2010
Peak discharge = 1.017 cfs
Time to peak = 718 min
Hyd. volume = 2,042 cuft
Curve number = 79.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
1.00
•
0.00 -1
0
120 240 360 480 600 720 840 960
Hyd No. 16
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
dra'ow Hydrographs by Intelisolve v9.1
yd. No. 17
5 Post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 0.260 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 0.936 cfs
Time to peak = 717 min
Hyd. volume = 1,951 cuft
Curve number = 89.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
5 Post
Hyd. No. 17 --1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
• 0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 17 Time (min)
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
e
yd. No. 19
Pre Total
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 1, 7, 10, 13, 16
Q (cfs)
15.00
•
12.00
•
9.00
6.00
3.00
Monday, Jan 25, 2010
Peak discharge = 14.82 cfs
Time to peak = 724 min
Hyd. volume = 69,153 cuft
Contrib. drain. area= 57.280 ac
Pre Total
Hyd. No. 19 -- 1 Year
n nn
Q (cfs)
15.00
12.00
9.00
6.00
3.00
n nn
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 1 Hyd No. 7 Hyd No. 10 Time (min)
Hyd No. 13 Hyd No. 16
?=l rograph Report
ydraflow Hydrographs by Intelisolve v9.1 Monday, Jan 25, 2010
yd. No. 20
Post Total
Hydrograph type = Combine Peak discharge = 7.468 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 187,642 cuft
Inflow hyds. = 5, 8, 11, 14,17 Contrib. drain. area= 5.910 ac
Q (cfs)
8.00
•
Post Total
Hyd. No. 20 -- 1 Year
6.00
•
4.00
2.00
0.00 ' '
0 300
Hyd No. 20
600 900 1200
Hyd No. 5
Hyd No. 14
1500 1800
Hyd No. 8
Hyd No. 17
2100 2400 2700
Hyd No. 11
Q (cfs)
8.00
6.00
4.00
2.00
1 0.00
3000
Time (min)
ydrograph Report
draflow Hydrographs by Intelisolve v9.1
yd. No. 22
Culvert 1 Pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 40.030 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 17.31 cfs
Time to peak = 724 min
Hyd. volume = 64,909 cuft
Curve number = 62.8
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.90 min
Distribution = Type II
Shape factor = 484
Q (cfs)
18.00
x'15.00
12.00
9.00
6.00

Culvert 1 Pre
Hyd. No. 22 -- 1 Year
3.00
0.00 -L
0
120 240
Hyd No. 22
360 480 600 720 840
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
' ' ' ' !,= 0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
draflow Hydrographs by Intelisolve v9.1
44yd. No. 23
Culvert 1 Pre Route
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 22 - Culvert 1 Pre Max. Elevation
Reservoir name = Culvert 1 Max. Storage
Monday, Jan 25, 2010
= 17.31 cfs
= 725 min
= 64,909 cuft
= 1353.47 ft
= 425 cuft
Storage Indication method used.
Q (cfs)
18.00
•5.00
12.00
•
9.00
6.00
3.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 I I I I 1 11 I 1 1 1 1 IV ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 23 Hyd No. 22 Total storage used = 425 cuft
Culvert 1 Pre Route
Hyd. No. 23 -1 Year
ydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 24
Culvert 1 Post WM Pond Bypass
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 13.600 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 13.20 cfs
Time to peak = 718 min
Hyd. volume = 29,580 cuft
Curve number = 66.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
14.00
Culvert 1 Post WM Pond Bypass
Hyd. No. 24 - 1 Year
102.00
10.00
8.00
6.00
4.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 1 I I I I I 11 I I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
•
Hyd No. 24 Time (min)
2.00
Hydrograph Report
Wyd. No. 25
Culvert 1 Post Total
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 3, 24
Monday, Jan 25, 2010
Peak discharge = 13.83 cfs
Time to peak = 718 min
Hyd. volume = 196,787 cuft
Contrib. drain. area= 13.600 ac
Q (cfs)
14.00
19.00
10.00
8.00
6.00
4.00
2.00
0.00 ' '
• 0 300
Hyd No. 25
Culvert 1 Post Total
Hyd. No. 25 --1 Year
600 900 1200
Hyd No. 3
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
' 0.00
1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 24
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
lo
yd. No. 26
Culvert 1 Post Route
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 25 - Culvert 1 Post Total
Reservoir name = Culvert 1
Monday, Jan 25, 2010
Peak discharge = 13.85 cfs
Time to peak = 719 min
Hyd. volume = 196,732 cuft
Max. Elevation = 1353.31 ft
Max. Storage = 360 cuft
Storage Indication method used.
Q (cfs)
14.00
Culvert 1 Post Route
Hyd. No. 26 -- 1 Year
•2.00
10.00
8.00
6.00
4.00
0.00
• 0 300
Hyd No. 26
2.00
600 900 1200
Hyd No. 25
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
' ' ' ' ' ' 0.00
1500 1800 2100 2400 2700 3000
Time (min)
Total storage used = 360 cult
ydr®graph Report
dratlow Hydrographs by Intelisolve v9.1
yd. No. 28
Culvert 2 Basin 1 Inflow
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 11.250 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 3.139 cfs
Time to peak = 721 min
Hyd. volume = 11,550 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
4.00
•
Culvert 2 Basin 1 Inflow
Hyd. No. 28 -- 1 Year
3.00
is
2.00
1.00
0.00 -L '
0 120 240
Hyd No. 28
360 480 600 720 840
Q (cfs)
4.00
3.00
2.00
1.00
I I 1 ' M ' 0.00
960 1080 1200 1320 1440 1560
Time (min)
ydrograph Report
ydraflow Hydrograpns by Intelisolve v9.1
yd. No. 29
Culvert 2 Pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 3.410 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.05 in
Storm duration = 24 hrs
Q (cfs)
2.00

•
1.00
Culvert 2 Pre
Hyd. No. 29 --1 Year
Monday, Jan 25, 2010
Peak discharge = 1.700 cfs
Time to peak = 721 min
Hyd. volume = 5,179 cuft
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.50 min
Distribution = Type II
Shape factor = 484
0.00 -L
0
120 240 360 480 600 720 840 960
Hyd No. 29

Q (cfs)
2.00
1.00
i 1 -!% 0.00
1080 1200 1320 1440 1560
Time (min)
ydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 30
Culvert 2 Pre Total
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 28, 29
Q (cfs)
5.00
Culvert 2 Pre Total
Hyd. No. 30 -- 1 Year
•
4.00
•
3.00
2.00
Monday, Jan 25, 2010
Peak discharge = 4.839 cfs
Time to peak = 721 min
Hyd. volume = 16,729 cuft
Contrib. drain. area= 14.660 ac
1.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 L ' ' ' ' ' " ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 30 Hyd No. 28 Hyd No. 29
ydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 31
Culvert 2 Pre Route
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 30 - Culvert 2 Pre Total
Reservoir name = Culvert 2
Monday, Jan 25, 2010
Peak discharge = 4.676 cfs
Time to peak = 722 min
Hyd. volume = 16,729 cuft
Max. Elevation = 1349.06 ft
Max. Storage = 204 cuft
Storage Indication method used.
Q (cfs)
5.00
Culvert 2 Pre Route
Hyd. No. 31 --1 Year
0
4.00
3.00
2.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 -1 i i ¦I i Is, 0.00
• 0 120 240 360 480 600 720 840 - 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 31 Hyd No. 30 Total storage used = 204 cuft
1.00
Hydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 32
Culvert 2 Post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 2.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 1.962 cfs
Time to peak = 719 min
Hyd. volume = 4,826 cuft
Curve number = 63
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
•

Culvert 2 Post
Hyd. No. 32 -- 1 Year
1.00
0.00 -L
0
120 240 360 480 600 720 840 960
Hyd No. 32
Q (cfs)
2.00
1.00
' ' 0.00
1080 1200 1320 1440 1560
Time (min)
°tiUrograph Report
ydraflow Hydrographs by Intelisolve Al Monday, Jan 25, 2010
yd. No. 33
Culvert 2 Post Total
Hydrograph type = Combine Peak discharge = 4.948 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 16,375 cuft
Inflow hyds. = 28, 32 Contrib. drain. area= 14.090 ac
Q (cfs)
5.00
•
4.00
3.00
2.00
E
1.00
Culvert 2 Post Total
Hyd. No. 33 - 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 I 1 i i 1 n 1 ti -? - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 33 Hyd No. 28 Hyd No. 32
yr®graph Report
ydraflow Hydrographs by Intelisolve v9.1 Monday, Jan 25, 2010
yd. No. 34
Culvert 2 Post Route
Hydrograph type = Reservoir Peak discharge = 4.755 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 16,375 cuft
Inflow hyd. No. = 33 - Culvert 2 Post Total Max. Elevation = 1349.08 ft
Reservoir name = Culvert 2 Max. Storage = 212 cuft
Storage Indication method used.
Q (cfs)
5.00
•
4.00
3.00
•
2.00
1.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 1 1 1 11 1 i I I I X ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 34 Hyd No. 33 Total storage used = 212 cuft
Culvert 2 Post Route
Hyd. No. 34 -- 1 Year
H rograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 36
Culvet 3 Pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 17.080 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 2.482 cfs
Time to peak = 724 min
Hyd. volume = 14,946 cuft
Curve number = 56.1
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.70 min
Distribution = Type II
Shape factor = 484
Q (cfs)
3.00
•
•
Culvet 3 Pre
Hyd. No. 36 - 1 Year
2.00
1.00
0.00 -1
0
120 240 360 480 600 720 840 960
Hyd No. 36
Q (cfs)
3.00
2.00
1.00
' ' ' " ' 0.00
1080 1200 1320 1440 1560
Time (min)
6 y rograph Report
Hydraflow Hydrographs by Intelisolve v9.1
la
yd. No. 37
Culvert 3 Pre Route
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 36 - Culvet 3 Pre
Reservoir name = Culvert 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Jan 25, 2010
= 1.963 cfs
= 729 min
= 14,944 tuft
= 1355.51 ft
= 801 cuft
Storage Indication method used.
Q (cfs)
3.00
•
2.00
C7
1.00
0.00 -L
0
120 240 36
Hyd No. 37
Culvert 3 Pre Route
Hyd. No. 37 -- 1 Year
0 480 600
Hyd No. 36
720
Q (cfs)
3.00
2.00
1.00
?. 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
.. Total storage used = 801 cuft
ydrograph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 38
Culvert 3 Post
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 3.230 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.05 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 1.824 cfs
Time to peak = 719 min
Hyd. volume = 4,809 cuft
Curve number = 61.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
E
1.00
•
Culvert 3 Post
Hyd. No. 38 -- 1 Year
0.00 -L
0
120 240 360 480 600 720 840 960
Hyd No. 38
Q (cfs)
2.00
1.00
' ' ' ti ' 0.00
1080 1200 1320 1440 1560
Time (min)
ydrograph Report
draflow Hydrographs by Intelisolve v9.1
40yd. No. 39
Culvert 3 Post Route
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 38 - Culvert 3 Post
Reservoir name = Culvert 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Jan 25, 2010
= 1.086 cfs
= 723 min
= 4,807 cult
= 1355.38 ft
= 590 cuft
Storage Indication method used.
Q (cfs)
2.00
•
•
Culvert 3 Post Route
Hyd. No. 39 --1 Year
1.00
0.00 '
0 120 240
Hyd No. 39
360 480 600 720
Hyd No. 38
Q (cfs)
2.00
1.00
,t_ ' 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Total storage used = 590 cuft
Hyroraph Report
Hydraflow Hydrographs by Intelisolve v9.1
N
1
e
d
o.
y
.
Pre 1
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 36.590 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 25.99 cfs
Time to peak = 724 min
Hyd. volume = 87,125 cuft
Curve number = 60.8
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
28.00
0.00
20.00
16.00
12.00
•
8.00
4.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 1 11 1 1 1 1 i I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Pre 1
Hyd. No. 1 -- 2 Year
yroraph Report
ydraflow Hydrographs by Intelisolve v9.1
yd. No. 2
Post 1 to Pond
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 41.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Q (cfs)
160.00
Post 1 to Pond
Hyd. No. 2 -- 2 Year
0.00
120.00
Monday, Jan 25, 2010
Peak discharge = 144.25 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
291,569 cuft
80.9
Oft
5.00 min
Type II
484
100.00
80.00
60.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 ' . I r ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
•
Hyd No. 2 Time (min)
ydrocgraph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. 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
Monday, Jan 25, 2010.
Peak discharge = 13.58 cfs
Time to peak = 747 min
Hyd. volume = 247,459 cuft
Max. Elevation = 1410.40 ft
Max. Storage = 359,513 cuft
Storage Indication method used. Wet pond routing start elevation = 1408.00 ft.
Q (cfs)
160.00
0.00
120.00
Pond 1 Route
Hyd. No. 3 -- 2 Year
100.00
80.00
60.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 ' _?¦? - 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
. Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 359,513 cult
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
4
N
e
d
o.
y
.
Post 1 Bypass
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 9.590 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 9.398 cfs
Time to peak = 719 min
Hyd. volume = 22,100 cuft
Curve number = 59.9
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
10.00
Post l Bypass
Hyd. No. 4 -- 2 Year
is
8.00
•
6.00
4.00
2.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 .1 It 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
5
N
s
o.
yd.
Post 1 Total
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
Q (cfs)
15.00
Monday, Jan 25, 2010
Peak discharge = 14.95 cfs
Time to peak = 743 min
Hyd. volume = 269,559 cuft
Contrib. drain. area= 9.590 ac
Post 1 Total
Hyd. No. 5 -- 2 Year
•
12.00
9.00
6.00
3.00
0.00 L '
0 300
• Hyd No. 5
600 900 1200
Hyd No. 3
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
1500 1800 2100 2400 2700 3000
Hyd No. 4 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
7
N
d
la
o.
y
.
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
Monday, Jan 25, 2010
Peak discharge = 1.667 cfs
Time to peak = 720 min
Hyd. volume = 4,442 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
?J
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
Hyd No. 7 Time (min)
2 Pre
Hyd. No. 7 -- 2 Year
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
N
8
O
d
o.
y
.
2 Post
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 1.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Q (cfs)
2.00
C,
C
1.00
2 Post
Hyd. No. 8 -- 2 Year
Monday, Jan 25, 2010
Peak discharge = 1.476 cfs
Time to peak = 719 min
Hyd. volume = 3,642 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
0.00 "
0
120 240 360 480 600 720 840 960
Hyd No. 8
1.00
' ' 0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. 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. = 3.70 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 6.934 cfs
Time to peak = 723 min
Hyd. volume = 26,329 cuft
Curve number = 55.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
Q (cfs)
7.00
3 Pre
Hyd. No. 10 -- 2 Year
•6.00
•
5.00
4.00
3.00
2.00
1.00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 n 1 1 1 1 I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
O
yd. No. 11
3 Post
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 2.550 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Q (cfs)
3.00
•
2.00
•
Monday, Jan 25, 2010
Peak discharge = 2.210 cfs
Time to peak = 719 min
Hyd. volume = 5,379 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
3 Post
Hyd. No. 11 -- 2 Year
1.00
0.00 -L
0
120 240 360 480 600 720 840
Hyd No. 11
Q (cfs)
3.00
2.00
1.00
' ?A 1 0.00
960 1080 1200 1320 1440 1560
Time (min)
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 13
4 Pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 1.510 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 0.664 cfs
Time to peak = 722 min
Hyd. volume = 2,319 cuft
Curve number = 55.2
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
4 Pre
Q (cfs) Hyd. No. 13 -- 2 Year Q (cfs)
1.00
0.90
•
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
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. 13 Time (min)
ydrograph Rep®r#
Hydraflow Hydrographs by Intelisolve v9.1
O
yd. 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
Monday, Jan 25, 2010
Peak discharge = 0.580 cfs
Time to peak = 722 min
Hyd. volume = 2,027 cuft
Curve number = 55.2*
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)
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
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. 14 Time (min)
ydr®graph Report

raflow Hydrographs by Intelisolve v9.1
d
yd. No. 16
0
5 Pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.430 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 1.417 cfs
Time to peak = 718 min
Hyd. volume = 2,856 cuft
Curve number = 79.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
•

5 Pre
Hyd. No. 16 -- 2 Year
1.00
0.00 -1
0
120 240 360 480 600 720 840
Hyd No. 16
Q (cfs)
2.00
1.00
-'' 0.00
960 1080 1200 1320 1440 1560
Time (min)
ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
O
lyd. No. 17
5 Post
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.260 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 1.202 cfs
Time to peak = 717 min
Hyd. volume = 2,538 cuft
Curve number = 89.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
E
•
1.00
5 Post
Hyd. No. 17 -- 2 Year
0.00 ?
0
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 17
Q (cfs)
2.00
1.00
-1", 0.00
1320
Time (min)
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Syd. No. 19
Pre Total
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 1, 7, 10, 13, 16
Monday, Jan 25, 2010
Peak discharge = 35.42 cfs
Time to peak = 723 min
Hyd. volume = 123,071 cuft
Contrib. drain. area= 57.280 ac
Q (cfs
40.00
•
30.00
20.00
10.00
0 00
Pre Total
Hyd. No. 19 -- 2 Year
Q (cfs)
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. 19 Hyd No. 1 Hyd No. 7 Hyd No. 10 Time (min)
Hyd No. 13 Hyd No. 16
dr®graph Report
draflow Hydrographs by Intelisolve v9.1
yd. No. 20
0
Post Total
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 5, 8, 11, 14, 17
Monday, Jan 25, 2010
Peak discharge = 18.60 cfs
Time to peak = 721 min
Hyd. volume = 283,146 cuft
Contrib. drain. area= 5.910 ac
Q (cfs)
21.00
08.00
Post Total
Hyd. No. 20 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
0.00
• 0 300 600
Hyd No. 20
3.00
15.00
12.00
9.00
6.00
3.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
- Hyd No. 5 Hyd No. 8 Hyd No. 11 Time (min)
- Hyd No. 14 Hyd No. 17
71 3
ydr® raph Report
Hydraflow Hydrographs by Intelisolve v9.1
la
yd. No. 22
Culvert 1 Pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 40.030 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Q (cfs)
35.00
00.00
Culvert 1 Pre
Hyd. No. 22 -- 2 Year
Monday, Jan 25, 2010
Peak discharge = 34.46 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
723 min
108,939 cuft
62.8
Oft
14.90 min
Type II
484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
25.00
20.00
15.00
10.00
5.00
0.00 1 , I I% ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 22 Time (min)
5.00
y rograph Report
Hydraflow Hydrographs by Intelisolve v9.1
la
yd. No. 23
Culvert 1 Pre Route
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 22 - Culvert 1 Pre
Reservoir name = Culvert 1
Monday, Jan 25, 2010
Peak discharge = 34.44 cfs
Time to peak = 724 min
Hyd. volume = 108,939 cuft
Max. Elevation = 1354.15 ft
Max. Storage = 762 cuft
Storage Indication method used.
Q (cfs)
35.00
00.00
25.00
Culvert 1 Pre Route
Hyd. No. 23 - 2 Year
20.00
15.00
10.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 i 1 1 i i 11 1 1 1 13, 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Time (min)
Hyd No. 23 Hyd No. 22 Total storage used= 762 cuft
5.00
Hydrograph Report
ydraflow Hydrographs by Intelisolve v9.1 Monday, Jan 25, 2010
yd. No. 24
Culvert 1 Post WM Pond Bypass
Hydrograph type = SCS Runoff Peak discharge = 22.56 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 47,203 cuft
Drainage area = 13.600 ac Curve number = 66.3
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
24.00
00.00
16.00
12.00
8.00
4.00

Culvert 1 Post WM Pond Bypass
Hyd. No. 24 - 2 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 1 . I I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 24 Time (min)
Hydrograph Report
draflow Hydrographs by Intelisolve v9.1
yd. No. 25
Culvert 1 Post Total
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 3, 24
Monday, Jan 25, 2010
Peak discharge = 24.50 cfs
Time to peak = 720 min
Hyd. volume = 294,662 cuft
Contrib. drain. area= 13.600 ac
Q (cfs)
28.00
Culvert 1 Post Total
Hyd. No. 25 -- 2 Year
04.00
20.00
16.00
12.00
8.00
0.00 '
• 0 300
Hyd No. 25
4.00
600 900 1200
Hyd No. 3
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
1500 1800 2100 2400 2700 3000
Hyd No. 24 Time (min)
ydr®graph Report
draflow Hydrographs by Intelisolve v9.1
4
4yd. No. 26
Culvert 1 Post Route
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 25 - Culvert 1 Post Total
Reservoir name = Culvert 1
Storage Indication method used.
Q (cfs)
28.00
04.00
Culvert 1 Post Route
Hyd. No. 26 - 2 Year
Monday, Jan 25, 2010
Peak discharge = 24.40 cfs
Time to peak = 720 min
Hyd. volume = 294,607 cuft
Max. Elevation = 1353.78 ft
Max. Storage = 545 cuft
20.00
16.00
12.00
8.00
4.00
0.00 1 '
• 0 300
Hyd No. 26
Q (cfs)
28.00
24.00
600
20.00
16.00
12.00
8.00
4.00
I I I I I I ' ' 0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 25 ___.___ Total storage used = 545 cuft
ydrograph Report
draflow Hydrographs by Intelisolve v9.1
yd. No. 28
Culvert 2 Basin 1 Inflow
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 11.250 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
•
is
Q (cfs)
8.00
6.00
4.00
2.00
0.00 -L
0
Monday, Jan 25, 2010
Peak discharge = 7.982 cfs
Time to peak = 720 min
Hyd. volume = 21,265 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.00 min
Distribution = Type II
Shape factor = 484
Culvert 2 Basin 1 Inflow
Hyd. No. 28 -- 2 Year
Q (cfs)
8.00
6.00
4.00
2.00
_ I I I 1% 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 28 Time (min)
Hyrograph Report
,a'o'l Hydrographs by Intelisolve v9.1
*
yd. No. 29
Culvert 2 Pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 3.410 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Q (Cfs)
4.00
•
3.00
Culvert 2 Pre
Hyd. No. 29 - 2 Year
Monday, Jan 25, 2010
Peak discharge = 3.409 cfs
Time to peak = 720 min
Hyd. volume = 8,807 cuft
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.50 min
Distribution = Type II
Shape factor = 484
2.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 1 I i i I i i I I i i i I% 0.00
is 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 29 Time (min)
1.00
ydrograph Report
draflow Hydrographs by Intelisolve v9.1
Yd. No. 30
Culvert 2 Pre Total
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 28, 29
Q (cfs)
12.00
•0.00
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
•
Hyd No. 30 Hyd No. 28 Hyd No. 29 Time (min)
Culvert 2 Pre Total
Hyd. No. 30 - 2 Year
Monday, Jan 25, 2010
Peak discharge = 11.39 cfs
Time to peak = 720 min
Hyd. volume = 30,072 cuft
Contrib. drain. area= 14.660 ac
ydrograph Report
draflow Hydrographs by Intelisolve v9.1
yd. No. 31
Culvert 2 Pre Route
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 30 - Culvert 2 Pre Total
Reservoir name = Culvert 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Jan 25, 2010
= 6.878 cfs
= 725 min
= 30,072 cuft
= 1350.42 ft
= 2,036 cuft
Storage Indication method used.
Q (cfs)
12.00
Culvert 2 Pre Route
Hyd. No. 31 -- 2 Year
•
10.00
8.00
6.00
4.00
0.00 '
• 0 120 240
Hyd No. 31
2.00
360 480 600
Hyd No. 30
720
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
I I I i ' M ' 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
___.__.--! Total storage used = 2,036 cult
I-Ilydrograph Report
ra'ow Hydrographs by Intelisolve v9.1
4(
yd. No. 32
Culvert 2 Post
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 2.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 3.687 cfs
Time to peak = 718 min
Hyd. volume = 8,073 cuft
Curve number = 63
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
4.00
•
3.00
2.00
1.00

Culvert 2 Post
Hyd. No. 32 - 2 Year
0.00 -L
0
120 240 360 480 600 720 840
Hyd No. 32
Q (cfs)
4.00
3.00
2.00
1.00
' ' ' ' ' 0.00
960 1080 1200 1320 1440 1560
Time (min)
drograph Report
draflow Hydrographs by Intelisolve v9.1 Monday, Jan 25, 2010
yd. No. 33
Culvert 2 Post Total
Hydrograph type = Combine Peak discharge = 11.51 cfs
Storm frequency = 2 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 29,338 cuft
Inflow hyds. = 28, 32 Contrib. drain. area= 14.090 ac
Q (cfs)
12.00
•0.00
8.00
6.00

4.00
2.00
Culvert 2 Post Total
Hyd. No. 33 -- 2 Year
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 1 1 I I I A 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 33 Hyd No. 28 Hyd No. 32
ydrograph Repoft
0draflow Hydrographs by Intelisolve v9.1
Hyd. No. 34
Culvert 2 Post Route
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 33 - Culvert 2 Post Total
Reservoir name = Culvert 2
Monday, Jan 25, 2010
Peak discharge = 6.876 cfs
Time to peak = 724 min
Hyd. volume = 29,337 cuft
Max. Elevation = 1350.42 ft
Max. Storage = 2,031 cuft
Storage Indication method used.
Q (cfs)
12.00
Culvert 2 Post Route
Hyd. No. 34 -- 2 Year
•
10.00
8.00
6.00
4.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 1 1 1 1 1 1 i I 1 I I I % ' 0.00
0 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 34 Hyd No. 33 Total storage used = 2,031 cuft
2.00
ydr®graph Report
0draflow Hydrographs by Intelisoive v9.1
Hyd. No. 36
Culvet 3 Pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 17.080 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 7.923 cfs
Time to peak = 723 min
Hyd. volume = 28,872 cuft
Curve number = 56.1
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.70 min
Distribution = Type II
Shape factor = 484
Q (cfs)
8.00
11
Culvet 3 Pre
Hyd. No. 36 -- 2 Year
6.00
4.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 -1 1 1 1 1 I n I 1 1 I` ' 0.00
0 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 36
2.00
Hydrograph Report
V raflow Hydrographs by Intelisolve v9.1
Hyd. No. 37
Culvert 3 Pre Route
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 36 - Culvet 3 Pre
Reservoir name = Culvert 3
Storage Indication method used
Q (cfs)
8.00
E
Culvert 3 Pre Route
Hyd. No. 37 -- 2 Year
Monday, uan z5, zu i u
Peak discharge = 7.261 cfs
Time to peak = 725 min
Hyd. volume = 28,870 cuft
Max. Elevation = 1356.02 ft
Max. Storage = 1,605 cuft
6.00
4.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 1 I I I I I 1I I I i i i 'L ' 0.00
• 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 37 Hyd No. 36 Total storage used = 1,605 cuft
2.00
Hydr®graph Report
Vraflow Hydrographs by Intelmolve v9.1
Hyd. No. 38
Culvert 3 Post
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 3.230 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
Q (cfs)
4.00
•
3.00
monaay, jan co, cu.v
Peak discharge = 3.649 cfs
Time to peak = 718 min
Hyd. volume = 8,264 cuft
Curve number = 61.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Culvert 3 Post
Hyd. No. 38 -- 2 Year
2.00
1.0C
Q (cfs)
4.00
3.00
2.00
1.00
n nn 0.00

• 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
-- Hyd No. 38
vdr®graph Report
draflow Hydrographs by Intelisolve v9.1
Hyd. No. 39
Culvert 3 Post Route
Hydrograph type = Reservoir Peak discharge
Time to peak
Storm frequency = 2 yrs Hyd. volume
Time interval =
Inflow hyd. No. = 1 min
38 - Culvert 3 Post Max. Elevation
Reservoir name = Culvert 3 Max. Storage
Storage Indication method used.
Q (cfs)
4.00
•
3.00
2.00
1.0(
• 0.0
Culvert 3 Post Route
Hyd. No. 39 -- 2 Year
1
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 lusu !zuu !,5zu I44U Iou?
Time (min)
Hyd No. 39 Hyd No. 38 - Total storage used = 980 cult
IVIonudy, Jan cJ, -i-
= 2.897 cfs
= 721 min
= 8,262 cuft
= 1355.63 ft
= 980 cuft
ydrograph Report
I draflow 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
Monday, Jan 25, 2010
Peak discharge = 53.34 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
723 min
156,721 cuft
60.8
Oft
14.80 min
Type II
484
Q (cfs)
60.00
Pre 1
Hyd. No. 1 -- 5 Year
•
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1 1 11 1 I i F _-% ' 0.00
• 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1
"vr1roaranh eoo
draflow 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 = 41.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Q (cfs)
210.00
0
180.00
150.00
120.00
90.00
60.00
30.00
Monday, Jan 25, 2010
Peak discharge = 207.22 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
424,294 cuft
80.9
Oft
5.00 min
Type II
484
Post 1 to Pond
Hyd. No. 2 -- 5 Year
• 0.00
0 120 240 360 480 600
Hyd No. 2
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
I I 0.00
720 840 960 1080 1200 1320 1440
Time (min)
ydrograph Report
0 draflow 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. = 2 - Post 1 to Pond
Reservoir name = Pond 1
monaay, jan to, /u u
Peak discharge = 35.85 cfs
Time to peak = 727 min
Hyd. volume = 379,299 cuft
Max. Elevation = 1411.22 ft
Max. Storage = 416,182 cuft
Storage Indication method used. Wet pond routing start elevation = 1408.00 ft.
Q (cfs)
210.00
4k.00
150.00
120.00
90.00
60.00
30.OC
Q (cfs)
210.00-
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0.00
IS 0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 416,182 cuft
Pond 1 Route
Hyd. No. 3 -- 5 Year
Hydrograph Report
01raflow Hydrographs by Intelisolve v9.1
Hyd. No. 4
Post 1 Bypass
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 9.590 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Q (cfs)
21.00
•
18.00
15.00
12.00
Monday, jan z5, /uiu
Peak discharge = 19.11 cfs
Time to peak = 718 min
Hyd. volume = 40,332 cuft
Curve number = 59.9
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Post l Bypass
Hyd. No. 4 -- 5 Year
9.00
6.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 I I i I I I ' 0.00
• 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4
3.OC
H dr®graph Report
draflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
Post 1 Total
Hydrograph type = Combine
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
Monday, Jan 25, 2010
Peak discharge = 44.18 cfs
Time to peak = 722 min
Hyd. volume = 419,631 cuft
Contrib. drain. area= 9.590 ac
Q (cfs)
50.00
•
Post 1 Total
Hyd. No. 5 -- 5 Year
40.00
30.00
20.00
10.00
• 0.00 '
0 300
Hyd No. 5
600 900 1200
Hyd No. 3
1500 1800
Hyd No. 4
2100 2400 2700
Q (cfs)
50.00
40.00
30.00
20.00
10.00
- t 0.00
3000
Time (min)
v rowaph Report
raflow 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
Q (cfs)
4.00
is
Monday, uan /o, /-u w
Peak discharge = 3.672 cfs
Time to peak = 719 min
Hyd. volume = 8,381 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
2 Pre
Hyd. No. 7 -- 5 Year
3.00
2.00
Q (cfs)
4.00
3.00
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. 7
1.0(
Ndrourag)h Report
Viaflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 Post
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 1.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Q (cfs)
4.00

3.00
2.OC
1.0(
• 0.0
2 Post
Hyd. No. 8 -- 5 Year
n
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 8
360 480 600 720 840 960 1080 1ZUU 1,5ZU 144U iaou
Time (min)
monaay, Jan cu, e-u V
Peak discharge = 3.172 cfs
Time to peak = 718 min
Hyd. volume = 6,834 cuft
Curve number = 58.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hvdrauranh Rew
Fraflow Hydrographs by Intelisolve v9A
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
Q (cfs)
21.00
•
18.00
15.00
12.00
Monday, jan za, zu i u
Peak discharge = 18.15 cfs
Time to peak = 722 min
Hyd. volume = 52,269 cuft
Curve number = 55.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
3 Pre
Hyd. No. 10 -- 5 Year
9.00
6.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 I I I I 11 I I I I 1 r` ' 0.00
• 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10
3.OC
vdrograph Report
flow Hydrographs b)
Hyd. No. 1 1
3 Post
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
5.00
•
4.00
3.00
2.0(
1.0(
0 0.0
Intelisolve v9.1
= SCS Runoff
= 5 yrs
= 1 min
= 2.550 ac
= 0.0%
= USER
= 4.70 in
= 24 h rs
monaay, Jan .
Peak discharge = 4.678 cfs
Time to peak = 718 min
Hyd. volume = 10,021 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
3 Post Q (cfs)
Hyd. No. 11 - 5 Year
5.00
4.00
3.00
2.00
I
1.00
D 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 11
Hvdrograph Report
Vmfim Hydrographs by Intelisolve v9.1
Hyd. No. 13
4 Pre
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 1.510 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 4.70 in
Storm duration = 24 hrs
Q (cfs)
2.00
E
1.0C
00
4 Pre
Hyd. No. 13 -- 5 Year
II ??? fi I ?I- j T
Q (cfs)
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1 UdU 1zuu !,3/-u ++? 'JUV
Time (min)
- Hyd No. 13
Monday, Jan 25, 2010
Peak discharge = 1.746 cfs
Time to peak = 720 min
Hyd. volume = 4,636 cuft
Curve number = 55.2
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
Hvdrograph Report
Fraflow 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
Composite (Area/CN) = [(0.850 x 55) + (0.470 x 55)] / 1.320
Q (cfs)
2.00
•
1.0C
00
4 Post
Hyd. No. 14 -- 5 Year

Q (cfs)
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 12UU 13/-U 144U 1wu
Time (min)
Hyd No. 14
monaay, jai czi, z-u 1
Peak discharge = 1.527 cfs
Time to peak = 720 min
Hyd. volume = 4,053 cuft
Curve number = 55.2*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
vdr®graph Report
VrOo, Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 Pre
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
3.00
•
2.00
1.0C
SCS Runoff
5 yrs
1 min
0.430 ac
0.0%
USER
4.70 in
24 hrs
5 Pre
Hyd. No. 16 - 5 Year
• 0. 00
0 120 240
- Hyd No. 16
360 480 600 720 840
hilonday, Jan 25, 2010
Peak discharge = 2.059 cfs
Time to peak = 718 min
Hyd. volume = 4,195 cuft
Curve number = 79.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440
Time (min)
Hvdr®graph Report
raflow Hydrographs by Intelisolve v9.1
Hyd. No. 17
5 Post
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
2.00
•
•
1.00
0.00
0
SCS Runoff
5 yrs
1 min
0.260 ac
0.0%
USER
4.70 in
24 hrs
Monday, Jan 25, 2010
Peak discharge = 1.609 cfs
Time to peak = 717 min
Hyd. volume = 3,462 cuft
Curve number = 89.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
5 Post
Hyd. No. 17 -- 5 Year
120 240 360 480 600 12U 04U wov luu?
Q (cfs)
2.00
1.00
0.00
1200
Time (min)
Hyd No. 17
Hydrograph Report
raflow Hydrographs by
Hyd. No. 19
Pre Total
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Q (cfs)
80.00
•
70.00
intelisolve v9.1
= Combine
= 5 yrs
= 1 min
= 1,7,10,13,16
Pre Total
Hyd. No. 19 -- 5 Year
Q (cfs)
90.00
70.00
30.00
60.00
50.00
40.00
30.00
20.0[
10.0(
50.00
40.00
30.00
20.00
10.00
0.00
• 0.0.,
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 19 Hyd No. 1 - Hyd No. 7 Hyd No. 10
- Hyd No. 13 - Hyd No. 16
Monday, Jan 25, 2010
Peak discharge = 76.73 cfs
Time to peak = 722 min
Hyd. volume = 226,203 cuft
Contrib. drain. area= 57.280 ac
Hvdrograph Report
i..., oG 9f11n
Vrafl,w Hydrographs by
Hyd. No. 20
Post Total
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Q (cfs)
60.00
•
50.00
Intelisolve v9.1
= Combine
= 5 yrs
= 1 min
= 5,8,11,14,17
Post Total
Hyd. No. 20 -- 5 Year

Peak discharge = 53.05 cfs
Time to peak = 721 min
Hyd. volume = 444,000 cuft
Contrib. drain. area= 5.910 ac
Q (cfs)
60.00
10.00
40.00
40.00
30.00
30.00
20.00
20.OC
10.00
10.0(
• O.C 0
0 300
Hyd No. 20
600 900 1200 1500 I twu c i vv f-"V-
Hyd No. 5 - Hyd No. 8 - Hyd No. 11
--- Hyd No. 14 - Hyd No. 17
0.00
3000
Time (mir
Hydrograph Report
Vr,fl,, Hydrographs by Inteftolve v9.1
Hyd. No. 22
Culvert 1 Pre.
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 40.030 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 4.70 in
Storm duration = 24 hrs
Q (cfs)
70.00
0
60.00
50.00
40.00
30.00
20.OC
10.0(
Culvert 1 Pre
Hyd. No. 22 -- 5 Year
IVIUI Iuoy, . - -'
Peak discharge = 66.40 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Q (cfs)
70.00
30.00
50.00
40.00
30.00
20.00
10.00
??uu i3?1440 14??0 0.00
• 0.0.
0 120 240 360 480 600 720 840 960 1080
Time (min)
Hyd No. 22
723 min
190,236 cuft
62.8
Oft
14.90 min
Type II
484
Wdr®graph Report
raflow Hydrographs by Intelisolve v9.1
Hyd. No. 23
Culvert 1 Pre Route
Hydrograph type = Reservoir Peak discharge
Time to peak
Storm frequency = 5 yrs Hyd. volume
Time interval =
Inflow hyd. No. = 1 min
22 - Culvert 1 Pre Max. Elevation
Reservoir name = Culvert 1 Max. Storage
Storage indication method used.
Q (cfs)
70.00
•
60.00
50.00
40.00
30.00
20.OC
10.0(
Culvert 1 Pre Route
Hyd. No. 23 -- 5 Year
Q (cfs)
70.00
30.00
50.00
40.00
30.00
20.00
10.00
0.00
0.00 - 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 23 Hyd No. 22 Total storage used = 1,845 cuft

= 65.64 cfs
= 724 min
= 190,236 cuft
= 1355.20 ft
= 1,845 cuft
vdr®graph Report
k,,fl,w Hydrographs by Intelisolve v9.1
Hyd. No. 24
Culvert 1 Post WM Pond Bypass
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 13.600 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Q (cfs)
40.00
•
30.00
20.00
10.Oc
• 0.01
Monday, Jan 25, 2010
Peak discharge = 38.93 cfs
Time to peak = 718 min
Hyd. volume = 78,793 cuft
Curve number = 66.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Culvert 1 Post WM Pond Bypass
Hyd. No. 24 - 5 Year

Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 12UU l3ZU 144U ioou
Time (min)
Hyd No. 24
vdrowaph Report
Fraft, Hydrographs by Intelisolve v9.1
Hyd. No. 25
Culvert 1 Post Total
Hydrograph type = Combine
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyds. = 3, 24
Q (cfs)
60.00
•
50.00
40.00
30.00
20.00
10.OC
• 0.0
Monday, Jan 25, 2010
Peak discharge = 59.61 cfs
Time to peak = 720 min
Hyd. volume = 458,093 cuft
Contrib. drain. area= 13.600 ac
Culvert 1 Post Total
Hyd. No. 25 - 5 Year
I
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 240 480
Hyd No. 25
720 960
- Hyd No. 3
1200 1440 1680 IUZU cinU /-4UU LU-t
Time (min)
Hyd No. 24
vdr®graph Report
Vdraflow Hydrographs by Intelisolve v9.1
Hyd. No. 26
Culvert 1 Post Route
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyd. No. = 25 - Culvert 1 Post Total
Reservoir name = Culvert 1
Storage Indication method used.
Q (cfs)
60.00
•
50.00
40.00
30.00
20.OC
10.0(
Culvert 1 Post Route
Hyd. No. 26 -- 5 Year
Q (cfs)
an nn

50.00
40.00
30.00
20.00
10.00
0.00
• 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 26 Hyd No. 25 ____ _. ! Total storage used = 1,456 cuft
monaay, Jan co, f-U U
Peak discharge = 59.23 cfs
Time to peak = 721 min
Hyd. volume = 458,037 cuft
Max. Elevation = 1355.00 ft
Max. Storage = 1,456 cuft
vdroar'aoh Revd
F raflow Hydrographs by Intelisolve v9.1
Hyd. No. 28
Culvert 2 Basin 1 Inflow
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 11.250 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.70 in
Storm duration = 24 hrs
Q (cfs)
18.00
•
15.00
Monday, Jan Z5, ZU1U
Peak discharge = 17.58 cfs
Time to peak = 719 min
Hyd. volume = 40,122 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.00 min
Distribution = Type II
Shape factor = 484
Culvert 2 Basin 1 Inflow
Hyd. No. 28 -- 5 Year
12.00
9.00
6.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 -1 1 1 I I I I I I I 0.00
• 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 28
3.00
vdr®graph Repo
Fraflow Hydrographs by Intelisolve v9.1
Hyd. No. 29
Culvert 2 Pre
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
7.00
•
6.00
SCS Runoff
5 yrs
1 min
3.410 ac
0.0%
TR55
4.70 in
24 hrs
5.00
4.00
3.OC
2.0(
1.01
Culvert 2 Pre
Hyd. No. 29 -- 5 Year
Q (cfs)
7.00
3.00
5.00
4.00
3.00
2.00
1.00
0 .00 0.00
•
0 120 240 360 480 600 720 840 960 1080 1100 1320 1440 1560
Time (min)
Hyd No. 29
Monday, Jan 25, 2010
Peak discharge = 6.587 cfs
Time to peak = 720 min
Hyd. volume = 15,558 cuft
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.50 min
Distribution = Type II
Shape factor = 484
mdrowaph Report
raflow Hydrographs by Intelisolve v9.1
Hyd. No. 30
Culvert 2 Pre Total
Hydrograph type = Combine
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyds. = 28, 29
Q (cfs)
28.ca
0
24.00
20.00
16.00
12.00
8.0(
4.01
Q (cfs)
28.00
?4.00
20.00
16.00
12.00
8.00
4.00
0.00 0.00
•
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 30 Hyd No. 28 Hyd No. 29
Culvert 2 Pre Total
Hyd. No. 30 - 5 Year
Monday, Jan 25, 2010
Peak discharge = 24.03 cfs
Time to peak = 719 min
Hyd. volume = 55,680 cuft
Contrib. drain. area= 14.660 ac
vdrowaph Report
Fraflow Hydrographs by Intelisolve v9.1
Hyd. No. 31
Culvert 2 Pre Route
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Time interval =
Inflow hyd. No. = 1 min
30 - Culvert 2 Pre Total
Reservoir name = Culvert 2
Storage Indication method used
Q (cfs)
28.00
•
24.00
20.00
16.00
12.00
8.0(
4.01
Culvert 2 Pre Route
Hyd. No. 31 -- 5 Year
Q (cfs)
28.00
?4.00
20.00
16.00
12.00
8.00
4.00
0.00 0.00
•
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 31 - Hyd No. 30 _ Total storage used = 9,316 cult
Monday, Jan 25, 2010
Peak discharge = 8.287 cfs
Time to peak = 727 min
Hyd. volume = 55,680 cuft
Max. Elevation = 1352.02 ft
Max. Storage = 9,316 cuft
L1vdrograph Report
nc ?nan
dratlow Hydrographs by Intelisolve v9.1
Hyd. No. 32
Culvert 2 Post
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
7.00
•
6.00
SCS Runoff
5 yrs
1 min
2.840 ac
0.0%
USER
4.70 in
24 hrs
5.00
4.00
3.0(
2.01
1.0
Culvert 2 Post
Hyd. No. 32 -- 5 Year
Q (cfs)
7.00 -
i.00
5.00
4.00
3.00
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. 32
I iuaY, I
Peak discharge = 6.839 cfs
Time to peak = 718 min
Hyd. volume = 14,059 cuft
Curve number = 63
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
vdrograph Report
raflow Hydrographs by Intelisolve v9.1
Hyd. No. 33
Culvert 2 Post Total
Hydrograph type = Combine
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyds. = 28, 32
Q (cfs)
28.00
•
24.00
20.00
16.00
12.00
8.0(
4.01
• 0.0
monaay, Jan ca, 4U-?
Peak discharge = 24.21 cfs
Time to peak = 719 min
Hyd. volume = 54,181 cuft
Contrib. drain. area= 14.090 ac
Culvert 2 Post Total
Hyd. No. 33 -- 5 Year
Q (cfs)
28.00
?4.00
20.00
16.00
12.00
8.00
4.00
0.00
0 120 240 360 480 600 720 840 960 1 UbU 'I GUU I OLU L+-+U w.,
Time (min)
Hyd No. 33 Hyd No. 28 Hyd No. 32
vdrograph Report
V,afiow Hydrographs by Intelisolve v9.1
Hyd. No. 34
Culvert 2 Post Route
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyd. No. = 33 - Culvert 2 Post Total
Reservoir name = Culvert 2
Storage Indication method used
Q (cfs)
28.00
•
24.00
20.00
16.00
12.00
8.0(
4.01
Culvert 2 Post Route
Hyd. No. 34 -- 5 Year
Q (cfs)
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 ?31u 1440 IaoO 0.00
Time (min)
Hyd No. 34 Hyd No. 33 Total storage used = 9,057 cuft
Monday, Jan 25, 2010
Peak discharge = 8.252 cfs
Time to peak = 726 min
Hyd. volume = 54,181 cuft
Max. Elevation = 1351.97 ft
Max. Storage = 9,057 cuft
pydrograph Report
Fraflow Hydrographs by Intelisolve v9.1
Hyd. No. 36
Culvet 3 Pre
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
21.00
•
18.00
SCS Runoff
5 yrs
1 min
17.080 ac
0.0%
TR55
4.70 in
24 h rs
Culvet 3 Pre
Hyd. No. 36 -- 5 Year
Q (cfs)
21.00
18.00
15.00
15.00
12.00
9.0(
6.01
3.0
12.00
9.00
6.00
3.00
0.00
0 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 36
Ivwiiucy, ." --.-
Peak discharge = 19.97 cfs
Time to peak = 721 min
Hyd. volume = 56,586 cuft
Curve number = 56.1
Hydraulic length = 0 ft
Time of conc. (TO = 10.70 min
Distribution = Type II
Shape factor = 484
vdrvqraph Report
raflow Hydrographs by Intelisolve v9.1
Hyd. No. 37
Culvert 3 Pre Route
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyd. No. = 36 - Culvet 3 Pre
Reservoir name = Culvert 3
Storage indication method used.
Q (cfs)
21.00
•
18.00
15.00
12.00
9.0C
6.0(
3.01
•°
nnonaay, Jan t:,, -
Peak discharge = 18.76 cfs
Time to peak = 724 min
Hyd. volume = 56,584 cuft
Max. Elevation = 1356.73 ft
Max. Storage = 3,229 cuft
Culvert 3 Pre Route Q (cfs)
Hyd. No. 37 -- 5 Year
21.00
18.00
15.00
12.00
9.00
i
6.00
3.00
0.00
D
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 37 Hyd No. 36 F. --1111'11 Total storage used = 3,229 cuft
ydr®graph Report

lWdraflow Hydrographs by Intelisolve v9.1
Hyd. No. 38
Culvert 3 Post
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
8.00
•
SCS Runoff
5 yrs
1 min
3.230 ac
0.0%
USER
4.70 in
24 hrs
Culvert 3 Post
Hyd. No. 38 -- 5 Year
Q (cfs)
8.00
3.00
6.00
4.00
2.0(
4.00
2.00
0.00 0.00
•
0 120 240 360 480 600 720 840 960 1080 1200 1320 I"T4V 560
Time (min)
- Hyd No. 38

Peak discharge = 7.080 cfs
Time to peak = 718 min
Hyd. volume = 14,729 cuft
Curve number = 61.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Oydrograph Report
draflow Hydrographs by Intelisolve v9.1
Hyd. No. 39
Culvert 3 Post Route
Hydrograph type = Reservoir

ischarge
discharge
Peak
Time peak
Storm frequency = 5 yrs Hyd. volume
Time interval =
No. =
Inflow hyd 1 min
38 - Culvert 3 Post Max. Elevation
.
Reservoir name =
Culvert 3 Max. Storage
Storage Indication method used.
Q (cfs)
8.00
•
Culvert 3 Post Route
Hyd. No. 39 -- 5 Year
Q (cfs)
8.00
3.00
6.00
4.OC
2.01
4.00
2.00
0.00
• 0.00 560
0 120 240 360 480 600 720 840 960 1uisu 1200 IJLV 1"IZV
Time (min)
- Hyd No. 39 - Hyd No. 38 __ _ - _ __ Total storage used = 1,487 cuft
Ivlulway, -1. -, -
= 6.386 cfs
= 720 min
= 14,727 cuft
= 1355.95 ft
= 1,487 cult
Hvdrograph Report

Fraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
Pre 1
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
80.00
•
70.00
SCS Runoff
10 yrs
1 min
36.590 ac
0.0%
TR55
5.49 in
24 h rs
Pre 1
Hyd. No. 1 -10 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
IV VIIUaY, .. ?..? ,
Q (cfs)
80.00
'0.00
30.00
60.00
50.00
50.00
40.00
30.OC
20.0(
10.01
40.00
30.00
20.00
10.00
0.00
• 0.00 560
0 120 240 360 480 600 720 840 960 ?IUUU 1200 1320 1-*40
Time (min)
-- Hyd No. 1
78.03 cfs
723 min
220,097 cuft
60.8
Oft
14.80 min
Type II
484
Hvdrograph Report
Fraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
Post 1 to Pond
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
280.00
•
240.00
SCS Runoff
10 yrs
1 min
41.780 ac
0.0%
USER
5.49 in
24 hrs
Post 1 to Pond
Hyd. No. 2 --10 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Q (cfs)
280.00
?40.00
200.00
200.00
160.00
160.00
120.00
80.0(
120.00
80.00
40.00
40.01
0.00
• 0.00 luau 10
0 120 240 360 480 600 720 840 anu ???
Time (min)
- Hyd No. 2
Monday, Jan 25, 2010
258.24 cfs
717 min
533,685 tuft
80.9
Oft
5.00 min
Type II
484
vdr®graph Report
?Mn
raflow Hydrographs by
Hyd. No. 3
Pond 1 Route
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Intelisolve v9.1
= Reservoir
= 10 yrs
= 1 min
= 2 - Post 1 to Pond
= Pond 1
Storage Indication method used. Wet pond routing start elevation = 1408.00 ft
Q (cfs)
280.00
•
240.00
Pond 1 Route
Hyd. No. 3 --10 Year
Q (cfs)
280.00
!40.00
200.00
200.00
160.00
160.00
120.00
120.00
80.00
80.0(
40.00
40.01
• O.G.,
0 240 480
- Hyd No. 3
720 960
- Hyd No. 2
IVIUIiua y, a i ------
1200 1440 1680 920 2 160 2400 2640
Time (min)
Total storage used = 464,959 cuft
Peak discharge = 58.25 cfs
Time to peak = 726 min
Hyd. volume = 488,260 cuft
Max. Elevation = 1411.90 ft
Max. Storage = 464,959 cuft
Hydrograph ap®ft
Wdraflow Hydrographs by Intelisolve v9.1
Hyd. No. 4
Post 1 Bypass
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
28.00
•
24.00
SCS Runoff
10 yrs
1 min
9.590 ac
0.0%
USER
5.49 in
24 hrs
Post 1 Bypass
Hyd. No. 4 --10 Year
Q (cfs)
8.00
.4.00
?0.00
20.00
16.00
16.00
12.00
12.OC
8.00
8.01
4.00
4.0
0.00
1440 1560
0.00
???
0 120 240 360 480 600 720 840 ybu ivou 1200 1
Time (min)
- Hyd No. 4
Monday, Jan 25, 2010
Peak discharge = 27.84 cfs
Time to peak = 718 min
Hyd. volume = 57,038 cult
Curve number = 59.9
Hydraulic length = 0 ft
Time of conc. (TO = 5.00 min
Distribution = Type II
Shape factor = 484
Hvdrograph Report
I- or )nin
raflow 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
Q (cfs)
80.00
•
70.00
Post 1 Total
Hyd. No. 5 -- 10 Year
Q (cfs)
80.00
0.00
30.00
60.00
50.00
50.00
40.00
40.00
30.00
30.OC
20.00
20.0(
10.00
10.01
Peak discharge = 71.91 cfs
Time to peak = 721 min
Hyd. volume = 545,298 cuft
Contrib. drain. area= 9.590 ac
1620 1800
• 0.00
p 180 360 540 720 900 1080 i 260 1440
- Hyd No. 5 - Hyd No. 3 - Hyd No. 4
0.00
.0
Time (min)
dr®graph Report
?-- I)G 7Mn
raflow Hydrographs by Intelisolve v9.1
Hyd. No. 7
2 Pre
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
6.00
•
5.00
Q (cfs)
6.00
i.00
4.00
4.00
3.OC
3.00
2.01
2.00
1.0
1.00
•
SCS Runoff
10 yrs
1 min
2.350 ac
0.0%
TR55
5.49 in
24 hrs
2 Pre
Hyd. No. 7 --10 Year
0.00
1440 1
0.00 320 - '0
0 120 240 360 480 600 720 840 ynu ivov 1200
Time (min)
- Hyd No. 7
rvwuu a,, „4.1 - . -- - -
Peak discharge = 5.511 cfs
Time to peak = 719 min
Hyd. volume = 12,042 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Hvdr®graph Report
Vdr,fl,w Hydrographs by Intehsolve vU
Hyd. No. 8
2 Post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 1.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.49 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 4.731 cfs
Time to peak = 718 min
Hyd. volume = 9,794 cuft
Curve number = 58.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
2 Post Q (cfs)
Q (cfs) Hyd. No. 8 - 10 Year
5.00
5.00
•
4.00
4.00
3.00
3.00
2.00
2.00
1.00 1.00
• 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 0.00
Time (min)
Hyd No. 8

draflow Hydrographs by Intelisolve v9.1
Hyd. No. 10
3 Pre
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
30.00
0
SCS Runoff
10 yrs
1 min
16.400 ac
0.0%
TR55
5.49 in
24 hrs
3 Pre
Hyd. No. 10 --10 Year
Q (cfs)
0.00
?5.00
25.00
20.00
20.00
15.00
15.00
10.00
10.0(
5.00
5.0
0.00
• 0.00 1440 1560
??
0 120 240 360 480 600 720 840 960 luau 1200 13
Time (min)
- Hyd No. 10

Peak discharge = 29.02 cfs
Time to peak = 721 min
Hyd. volume = 76,882 cuft
Curve number = 55.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
Hvdrograph Report
r.. lo, Hydrographs by Intelisolve v9.1
Hyd. No. 11
3 Post
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
7.00
•
6.00
SCS Runoff
10 yrs
1 min
2.550 ac
0.0%
USER
5.49 in
24 hrs
5.00
4.00
IOC
2.0(
1.0(
3 Post
Hyd. No. 11 -- 10 Year
Q (cfs)
7.00
5.00
5.00
4.00
3.00
2.00
1.00
•
0.0„ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11
Monday, Jan 25, 2010
Peak discharge = 6.934 cfs
Time to peak = 718 min
Hyd. volume = 14,312 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
vdrograph Report
draflow Hydrographs by Intelisolve v9.1
Hyd. No. 13
4 Pre
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
3.00
•
SCS Runoff
10 yrs
1 min
1.510 ac
0.0%
TR55
5.49 in
24 hrs
2.00
1.0(
• 0.00
0
4 Pre
Hyd. No. 13 -- 10 Year
ivionuay, oatI -,
Peak discharge = 2.793 cfs
Time to peak = 720 min
Hyd. volume = 6,840 cuft
Curve number = 55.2
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
960 1080 1100 1320 1440 1560
Time (min)
Hyd No. 13
120 240 360 480 600 720 840
ydr®graph Report
draflovr Hydrographs by Intelisolve v9.1
Hyd. No. 14
4 Post
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
1 min
1.320 ac
0.0%
TR55
5.49 in
24 hrs
Composite (Area/CN) = [(0.850 x 55) + (0.470 x 55)] / 1.320
Q (cfs)
3.00
•
2.00
1.0(
4 Post
Hyd. No. 14 --10 Year
Q (cfs)
3.00
2.00
1.00
• 0.00
0.0.,
0 120 240 360 480 600 720 840 960 1080 1200 1320 1-*-*0 156
Time (min)
Hyd No. 14
Monday, Jan 25, 2010
Peak discharge = 2.442 cfs
Time to peak = 720 min
Hyd. volume = 5,979 cuft
Curve number = 55.2`
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.70 min
Distribution = Type II
Shape factor = 484
Hvdroarat)h Revort
Vdraflo, Hydrographs by Intelisolve v9.1
Hyd. No. 16
5 Pre
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.430 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.49 in
Storm duration = 24 hrs
Q (cfs)
3.00
•
2.00
1.0(
0 0.0
5 Pre
Hyd. No. 16 - 10 Year

Q (cfs)
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 Ybu I utsu I /-uu I JLU i °t•fU
Time (min)
Hyd No. 16
nnonaay, jai ca, 4u IV
Peak discharge = 2.577 cfs
Time to peak = 717 min
Hyd. volume = 5,304 cuft
Curve number = 79.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
r®graph Report
wraflow Hydrographs by Intelisolve v9.1
Hyd. No. 17
5 Post
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
2.00
•
1.0c
Monday, Jan 25, 2010
Peak discharge = 1.930 cfs
Time to peak = 717 min
Hyd. volume = 4,203 cuft
Curve number = 89.7
Hydraulic length = 0 ft
Time of conc. (TO = 5.00 min
Distribution = Type II
Shape factor = 484
5 Post
Hyd. No. 17 --10 Year
is 0.0.,
0 120 240 360 480
Hyd No. 17
SCS Runoff
10 yrs
1 min
0.260 ac
0.0%
USER
5.49 in
24 hrs
600 720 ts4u you I uU%i
Q (cfs)
2.00
1.00
0.00
1200
Time (min)
Hydrograph Report
Vraflo, Hydrographs by
Hyd. No. 19
Pre Total
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Q (cfs)
120.00
•
100.00
80.00
60.00
40.00
20.0(
Intelisolve v9.1
= Combine
= 10 yrs
= 1 min
= 1, 7, 10, 13, 16
Pre Total
Hyd. No. 19 -- 10 Year
Q (cfs)
120.00-
100.00
80.00
60.00
40.00
20.00
0.00
0.0..
15 ?0
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
T' e (min)
Monday, Jan 25, 2010
Peak discharge = 114.81 cfs
Time to peak = 722 min
Hyd. volume = 321,164 cuft
Contrib. drain. area= 57.280 ac
Im
Hyd No. 19 - Hyd No. 1 Hyd No. 7 Hyd No. 10
Hyd No. 13 - Hyd No. 16
drograph Report
raflow Hydrographs by
Hyd. No. 20
Post Total
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Intelisolve v9.1
= Combine
= 10 yrs
= 1 min
= 5, 8, 11, 14, 17
Monday, Jan 25, 2010
Peak discharge = 85.11 cfs
Time to peak = 720 min
Hyd. volume = 579,584 cuft
Contrib. drain. area= 5.910 ac
Post Total Q (cfs)
Q (cfs) Hyd. No. 20 -- 10 Year
X0.00
90.00
i0.00
80.00
X0.00
70.00
30.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.0(
10.00
10.00
0.00
• 0.00 p 180 360 540 720 900 1080 1260 1440 162' "800
Time (min)
- Hyd No. 20 Hyd No. 5 - Hyd No. 8 Hyd No. 11
- Hyd No. 14 Hyd No. 17
iydr®graph Report
_ x Onln
raflow Hydrographs by Intelisolve v9.1
Hyd. No. 22
Culvert 1 Pre
Hydrograph type
Storm frequency
Time internal
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
1 min
40.030 ac
0.0%
TR55
5.49 in
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor

94.69 cfs
723 min
263,311 cuft
62.8
Oft
14.90 min
Type II
484
Culvert 1 Pre Q (cfs)
Q (cfs) Hyd. No. 22 --10 Year
00.00
100.00
00.00
90.00
30.00
80.00
T0.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.0(
20.00
20.01
10.00
10.0
0.00 0.00
•
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 22
ydrograph Report
nc 7ni(1
draflow Hydrographs by Intelisolve Al
Hyd. No. 23
Culvert 1 Pre Route
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Reservoir
10 yrs
1 min
22 - Culvert 1 Pre
Culvert 1
Storage Indication method used.

Peak discharge = 86.57 cfs
Time to peak = 726 min
Hyd. volume = 263,311 cuft
Max. Elevation = 1356.82 ft
Max. Storage = 6,229 cuft
Culvert 1 Pre Route Q (cfs)
Q (cfs) Hyd. No. 23 -- 10 Year
100.00
100.00

00
90
0 0.00
. 40.00
80.00
70.00
70.00
30.00
60.00
50.00
50.OC
40.00
40.0(
30.00
30.0(
20.00
20.01
10.00
10.0
0.00
• 0.00
0 4,.
120 240 360 480 600 720 840 ytiu Iuou 1200 1320 .-_0
Time (min)
22 _ .__ ._ Total storage used = 6,229 cuft
d No
- H
- .
y
Hyd No. 23
Hvdrograph Report
Vrafl,w Hydrographs by Intelisolve v9.1
Hyd. No. 24
Culvert 1 Post WM Pond Bypass
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 13.600 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.49 in
Storm duration = 24 hrs
Q (cfs)
60.00
•
50.00
40.00
30.00
20.00
10.0(
40 0.0
Monday, Jan 25, 2010
Peak discharge = 53.04 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
106,609 cuft
66.3
Oft
5.00 min
Type 11
484
Culvert 1 Post WM Pond Bypass
Hyd. No. 24 -- 10 Year
I
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 24
360 480 600 720 840 960 10bU I1UU '1,5/-u 1'+'+u L-
Time (min)
Ilydrograph Report
Pdraflow Hydrographs by Intelisolve v9.1
Hyd. No. 25
Culvert 1 Post Total
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 3, 24
Q (cfs)
Q (cfs)
100 00

100.00

00
90
0 0.00
.
80.00
00
80
.
70.00
00
70
.
60.00
60.00
50.00
50.00
40.00
00
40
.
30.00
00
30
.
- 20.00
20.00
10.00
10.00
-
• 0.00
0 180 360 0.00

540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 25 Hyd No. 3 - Hyd No. 24
Culvert 1 Post Total
Hyd. No. 25 -- 10 Year
Monaay, jail /o, cu 1 u
Peak discharge = 92.22 cfs
Time to peak = 720 min
Hyd. volume = 594,869 cuft
Contrib. drain. area= 13.600 ac
Hvdrograph Report
draflow Hydrographs by Intelisolve v9.1
Hyd. No. 26
Culvert 1 Post Route
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 25 - Culvert 1 Post Total
Reservoir name = Culvert 1
Storage indication method used
Monday, Jan 25, 2010
Peak discharge = 83.81 cfs
Time to peak = 723 min
Hyd. volume = 594,812 cuft
Max. Elevation = 1356.59 ft
Max. Storage = 5,453 cuft
Culvert 1 Post Route Q (cfs)
Q (cfs) Hyd. No. 26 -- 10 Year
100.00
100.00
90.00
90.00
80.00
80.00
-
70.00 70.00
- 60.00
60.00 -
-
50.00 50.00
40.00 40.00
30.00 30.00
-- ---
-
20.00 20.00 10.00 --
10.00
- ? ?
is 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 0.00
Time (min)
Hyd No. 26 Hyd No. 25 - Total storage used = 5,453 cuft
ydrograph Report
Wraflow Hydrographs by Intelisolve v9.1 Monday, Jan 25, 2010
Hyd. No. 28
Culvert 2 Basin 1 Inflow
Hydrograph type = SCS Runoff Peak discharge
Time to peak = 26.38 cfs
= 719 min
Storm frequency = 10 yrs
i
= 1 Hyd. volume = 57,646 cuft
Time interval
Drainage area n
m
= 11.250 ac Curve number = 58
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 7.00 min
Total precip. = 5.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
28.00
•
24.00
20.00
16.00
12.00
8.00
4.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
• 0.00 1 I I I I I J I I I i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 28
Culvert 2 Basin 1 Inflow
Hyd. No. 28 -- 10 Year
drograph Report
draflow Hydrographs by Intelisolve v9A
Hyd. No. 29
Culvert 2 Pre
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
10.00
0
SCS Runoff
10 yrs
1 min
3.410 ac
0.0%
TR55
5.49 in
24 hrs
8.00
6.00
4.00
2.0(
Culvert 2 Pre
Hyd. No. 29 -- 10 Year
Q (cfs)
10.00
3.00
6.00
4.00
2.00
. O.OI, 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 29
Nionaay, Jau c. , -..
Peak discharge = 9.403 cfs
Time to peak = 720 min
Hyd. volume = 21,656 cuft
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.50 min
Distribution = Type II
Shape factor = 484
ydr®graph Report
draflow Hydrographs by Intelmolve v9.1
Hyd. No. 30
Culvert 2 Pre Total
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 28, 29
Q (cfs)
40.00
•
30.00
20.00
10.OC
Culvert 2 Pre Total
Hyd. No. 30 - 10 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0.0.,
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 30 Hyd No. 28 - Hyd No. 29
Mul Judy, Jan c , v...
Peak discharge = 35.67 cfs
Time to peak = 719 min
Hyd. volume = 79,302 cuft
Contrib. drain. area= 14.660 ac
ydrograph Report

raflow Hydrographs by Intelisolve v9.1 0
Monday, Jan 25, 201
Hyd. No. 31
Culvert 2 Pre Route
Hydrograph type = Reservoir Peak discharge
Time to peak = 9.158 cfs
= 729 min
Storm frequency = 10 yrs Hyd. volume = 79,302 cuft
Time interval = 1 min
No. = 30 - Culvert 2 Pre Total
inflow hyd Max. Elevation = 1353.15 ft
.
Reservoir name = Culvert 2 Max. Storage = 17,611 cuft
Storage Indication method used.
Q (cfs)
40.00
•
30.00
20.00
10.0C
• 0.0
Culvert 2 Pre Route
Hyd. No. 31 -- 10 Year

Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1310 1440 -loou
Time (min)
Hyd No. 31 Hyd No. 30 . Total storage used = 17,611 cult
drograph Report
draflow Hydrographs by Intelisolve v9.1
Hyd. No. 32
Culvert 2 Post
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
10.00
•
SCS Runoff
10 yrs
1 min
2.840 ac
0.0%
USER
5.49 in
24 hrs
8.00
6.00
4.0(
2.01
Culvert 2 Post
Hyd. No. 32 -- 10 Year
Q (cfs)
10.00
3.00
6.00
4.00
2.00
.
0.0., 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 32

Peak discharge = 9.608 cfs
Time to peak = 718 min
Hyd. volume = 19,432 cuft
Curve number = 63
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
vdrograph Report
F raflow Hydrographs by Intelisolve v9.1
Hyd. No. 33
Culvert 2 Post Total
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 28, 32
Q (cfs)
40.00
•
30.00
20.00
10.0C
Culvert 2 Post Total
Hyd. No. 33 --10 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00
• 0.0.,
0 120 240 360 480 600 720 840 960 1080 1200 IJLU 1440 1560
Time (min)
Hyd No. 33 - Hyd No. 28 - Hyd No. 32
Monday, Jan 25, 2010
Peak discharge = 35.64 cfs
Time to peak = 719 min
Hyd. volume = 77,078 cuft
Contrib. drain. area= 14.090 ac
dr®graph Report

ydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 34
Culvert 2 Post Route
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 33 - Culvert 2 Post Total
Reservoir name = Culvert 2
Storage Indication method used.
Q (cfs)
40.00
•
Culvert 2 Post Route
Hyd. No. 34 -10 Year
Q (cfs)
^0.00
30.00
30.00
20.00
20.00
10.00
10.01
• 0.00
0.00
0 120 240 360 480 600 720 840 ydu ivov 1200 1320 0 60
Time (min)
Hyd No. 34 - Hyd No. 33 = Total storage used = 17,020 cult

Peak discharge = 9.108 cfs
Time to peak = 727 min
Hyd. volume = 77,078 cuft
Max. Elevation = 1353.08 ft
Max. Storage = 17,020 cuft
ydrograph Report
Rdr,fl,w Hydrographs by
Hyd. No. 36
Culvet 3 Pre
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
35.00
0
30.00
Intelisolve v9.1
= SCS Runoff
= 10 yrs
= 1 min
= 17.080 ac
0.0%
= TR55
= 5.49 in
= 24 hrs
Culvet 3 Pre
Hyd. No. 36 --10 Year
Q (cfs)
35.00
0.00
?5.00
25.00
20.00
20.00
15.00
15.00
10.00
10.0(
5.00
5.0
0.00
40 0.00 __0
0 120 240 360 480 600 720 840 960 luau ???? 1320 v
Time (min)
--- Hyd No. 36
Monday, Jan 25, 2010
Peak discharge = 31.51 cfs
Time to peak = 721 min
Hyd. volume = 82,737 cuft
Curve number = 56.1
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.70 min
Distribution = Type II
Shape factor = 484
ydrograph Report
-iydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 37
Culvert 3 Pre Route
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 36 - Culvet 3 Pre
Reservoir name = Culvert 3
Storage Indication method used.
Q (cfs)
35.00
•
30.00
25.00
20.00
15.00
10.00
monaay, jan zo, 1-u u
Peak discharge = 29.33 cfs
Time to peak = 723 min
Hyd. volume = 82,735 cuft
Max. Elevation = 1357.27 ft
Max. Storage = 4,677 cuft
Culvert 3 Pre Route
Hyd. No. 37 --10 Year
5.0(
Q (cfs)
35.00
30.00
?5.00
20.00
15.00
10.00
5.00
• 0.00 - --?--- -fi----l1-__11 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 37 Hyd No. 36 Total storage used = 4,677 cuft
ewdrouraph Report
?drafiow Hydrographs by Intelisolve v9.1
Hyd. No. 38
Culvert 3 Post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 3.230 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.49 in
Storm duration = 24 hrs
Q (cfs)
12.00
•
10.00
8.00
6.00
4.OC
2.0(
Culvert 3 Post
Hyd. No. 38 -- 10 Year
Q (cfs)
12.00
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 IodO
Time (min)
Hyd No. 38
IvIulluay, JaiI r_" w - ..
Peak discharge = 10.12 cfs
Time to peak = 718 min
Hyd. volume = 20,593 cult
Curve number = 61.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
kydr®graph Report
Ili l?
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 39
Culvert 3 Post Route
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 38 - Culvert 3 Post
Reservoir name = Culvert 3
Storage indication method used.
Q (cfs)
•12.00
Culvert 3 Post Route
Hyd. No. 39 -- 10 Year
Q (cfs)
12.00
10.00
10.00
8.00
6.00
4.0(
2.01
8.00
6.00
4.00
2.00
•
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1 44v 1560
Time (min)
- Hyd No. 39 - Hyd No. 38 i_ .?^' Total storage used = 1,904 cult
IVIUI1 y, o„ c ,
Peak discharge = 9.079 cfs
Time to peak = 720 min
Hyd. volume = 20,591 cuft
Max. Elevation = 1356.15 ft
Max. Storage = 1,904 cuft
'Iydroraph Report

HYdraflow Hydrographs by Intelisolve v9.1
Held. No. I
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
Q (cfs)
120.00
•
80.00
100.00
100.00
60.00
30.00
40.0(
60.00
•
20.01
Pre 1
Hyd. No. 1 - 25 Year
Monday, Jan 25, 2010
Peak discharge = 115.21 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Q (cfs)
120.00
40.00
20.00
0.00
,0
O.C.0
0 120 240 360 480 600 720 840 960 080 1200 1 320 1440
Time (min)
Hyd No. 1
723 min
316,721 cuft
60.8
Oft
14.80 min
Type II
484
ydrog'aph Report
iydraflow Hydmgraphs by Intelis.I" v9.1
Hyd. No. 2
Post 1 to Pond
Hydrograph type = SCS Runoff
storm frequency = 25 yrs
Time interval = 1 min-
Drainage area = 41.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
350.00
•
300.00
Post 1 to Pond
Hyd. No. 2 - 25 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Q (cfs)
350.00
00.00
!50.00
gn1 n
250.00
?00.00
200.00
150.00
150.OC
100.00
100.01
50.00
50.C
• 0.00
0 120 240 360 480 600
Hyd No. 2
329.59 cfs
717 min
688,956 cuft
80.9
Oft
5.00 min
Type II
484
0.00
0
Time (min)
ILU o•tv vv.. ---
Irograph Repor#
?n....,i o.? Inn 25 2010
Rydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
Pond 1 Route
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval
Inflow hyd. No. = 1 min
= 2 - Post 1 to Pond
Reservoir name = Pond 1
------------------
Storage Indication method used. Wet pond routing start elevation = 1408.00 ft
Q (cfs)
350:00
•
300.00
Pond 1 Route
Hyd. No. 3 - 25 Year
Q (cfs)
350.00
00.00
!50.00
250.00
200.00
200.00
150.00
150.OC
100.00
100.0(
50.00
50.0
• 0.00
0 180
Hyd No. 3
Peak discharge = 91.62 cfs
Time to peak = 725 min
Hyd. volume = 643,051 cuft
Max. Elevation = 1412.77 ft
Max. Storage = 531,187 cuft
0.00
00
Time (min)
360 540 720 9uu IUOU
Hyd No. 2 Total storage used = 531,187 cuft

Hydraflow Hydro graphs by lntelisolve v9.1
Hyd. No. 4
Post 1 Bypass
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 9.590 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
50.00
•
Post 1 Bypass
Hyd. No. 4 - 25 Year
Q (cfs)
50.00
10.00
40.00
30.00
30.00
20.00
20.0(
10.00
10.01
•
Monday, Jan 25, 2010
Peak discharge = 40.97 cfs
Time to peak = 718 min
Hyd. volume = 82,621 cuft
Curve number = 59.9
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
0.00
60
Time (min)
14
O.L. 320
0 120 240 360 480 600 720 840 aou 1080 1200 •
Hyd No. 4
ydroraph 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
Q (cfs)
0120-00
80.00
Q (cfs)
120.00
00.00
100.00
60.00
30.00
40.0(
60.00
20.01
40.00
Post 1 Total
Hyd. No. 5 - 25 Year
20.00
•
0.00
O.G., __0
0 120 240 360 480 600 720 840 960 080 1200 1320 1440 Time (min)
- Hyd No. 5 - Hyd No. 3 Hyd No. 4
Monday, Jan 25, 2010
Peak discharge = 114.51 cfs
Time to peak = 721 min
Hyd. volume = 725,672 cuft
Contrib. drain. area= 9.590 ac
,Llydrograph 'ROPOIIt
, ydraflow Hydrographs by In telisolve 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
Q (cfs)
10.00
•
2 Pre
Hyd. No. 7 - 25 Year
Q (cfs)
10.00
.00
8.00
i.00
6.0(
4.00
4.0
2.00
2.(
•
Monday, Jan 25, 2010
Peak discharge = 8.305 cfs
Time to peak = 719 min
Hyd. volume = 17,702 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (TO = 7.80 min
Distribution = Type II
Shape factor = 484
0.00
0
Time (min)
0.00
0 120 240 360 480 600 720 840 960 1080 1ZUU
Hyd No. 7
I--
ydrograph Report
. ydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 8
2 Post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 1.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
8.00
•
6.00
4.OC
2.0(
is 000 1

Monday, Jan 25, 2010
Peak discharge = 7.093 cfs
Time to peak = 718 min
Hyd. volume = 14,363 cuft
Curve number = 58.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
2 Post
Hyd. No. 8 - 25 Year
Q (cfs)
8.00
3.00
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
0 120 240 360 480 600 720
Hyd No. 8
Hydr®grah Report
.
idraflow Hydrographs by In telisolve 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
Q (cfs)
50.00
•
40.00
30.00
20.00
10.0(
00
Monday, Jan 25, 2010
Peak discharge = 45.84 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
721 min
115,481 cuft
55.5
Oft
10.60 min
Type II
484
3 Pre Q (cfs)
Hyd. No. 10 - 25 Year
50.00
40.00
30.00
20.00
10.00
1
0 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10
Hydr®raph ep®

•
jdraflow Hydrographs by Intelisolve v9.1
€ yd. No. 11
3 Post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 2.550 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
12.00
•
10.00
Monday, Jan 25, 2010
Peak discharge = 10.34 cfs
Time to peak = 718 min
Hyd. volume = 20,922 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
3 Post
Hyd. No. 11 - 25 Year
8.00
6.00
4.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
• 0.00 1 I I I I I / I I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11
2.OC
ydroraph Report
r-iydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 13
4 Pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 1.510 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
5.00
•
4.00
Monday, Jan "L5, Lulu
Peak discharge = 4.410 cfs
Time to peak = 720 min
Hyd. volume = 10,302 cuft
Curve number = 55.2
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
4 Pre
Hyd. No. 13 - 25 Year
3.00
2.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
• 0.00 J I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13
1.0c
Hydrogra h Report
Hydraflow Hydrographs by Intelisolve v9.1
•1yd. No. 14
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
Monday, Jan 25, 2010
Peak discharge = 3.855 cfs
Time to peak = 720 min
Hyd. volume = 9,006 cuft
Curve number = 55.2*
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)
4.00

•
4 Post
Hyd. No. 14 - 25 Year
3.00
2.00
1.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 1 1 1 I z i i - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
ydroraph coil.
Hydraflow Hydrographs by Intelisolve v9.1
elyd. No. 16
5 Pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 0.430 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 3.310 cfs
Time to peak = 717 min
Hyd. volume = 6,884 cuft
Curve number = 79.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
4.00
r?
L_J
5 Pre
Hyd. No. 16 - 25 Year
3.00
2.00
1.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 1 1 1 1 11 i I -I
- ?
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
• Hyd No. 16 Time (min)
m rograph Report
Hydraflow Hydrographs by Intelisolve v9.1
lelyd. No. 17
5 Post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 0.260 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs
3.00
•
•
2.00
1.00
Monday, Jan 25, 2010
Peak discharge = 2.369 cfs
Time to peak = 717 min
Hyd. volume = 5,234 cult
Curve number = 89.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
5 Post
Hyd. No. 17 - 25 Year
Q (cfs)
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 17 Time (min)
1?ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 19
Pre Total
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 1, 7, 10, 13, 16
Q (cfs)
180.00
:0.00
140.00
Monday, Jan 25, 2010
Peak discharge = 172.58 cfs
Time to peak = 722 min
Hyd. volume = 467,089 cuft
Contrib. drain. area= 57.280 ac
120.00
100.00
80.00
60.00
40.00
20.00
•
Pre Total
Hyd. No. 19 - 25 Year
Q (cfs)
180.00
160.00
140.00
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. 19 Hyd No. 1 Hyd No. 7 Hyd No. 10 Time (min)
Hyd No. 13 Hyd No. 16
' drograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Olyd. No. 20
Post Total
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 5, 8, 11, 14, 17
Q (cfs)
140.00
• ).00
100.00
80.00
60.00
40.00
20.00
•
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 1 1 1 1 1 1 1 I I------- 4 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Hyd No. 5 Hyd No. 8 Hyd No. 11 Time (min)
Hyd No. 14 Hyd No. 17
Post Total
Hyd. No. 20 -- 25 Year
Monday, Jan 25, 2010
Peak discharge = 134.81 cfs
Time to peak = 720 min
Hyd. volume = 775,197 cuft
Contrib. drain. area= 5.910 ac
drograph Repork.
HydraflowHydrographs by Intelisolve v9.1
Olyd. No. 22
Culvert 1 Pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 40.030 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
140.00
WOO
•
100.00
80.00
60.00
40.00
20.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 ' ' f ' ' ' 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 22 Time (min)
Culvert 1 Pre
Hyd. No. 22 - 25 Year
Q (cfs)
140.00
Monday, Jan 25, 2010
Peak discharge = 136.88 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
722 min
373,696 cult
62.8
Oft
14.90 min
Type II
484
droraph Report
Hydraflow Hydrographs by Intelisolve v9.1
elyd. No. 23
Culvert 1 Pre Route
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 22 - Culvert 1 Pre
Reservoir name = Culvert 1
Monday, Jan 25, 2010
Peak discharge = 109.93 cfs
Time to peak = 727 min
Hyd. volume = 373,696 cuft
Max. Elevation = 1358.93 ft
Max. Storage = 20,334 cuft
Storage Indication method used.
Q (cfs)
140.00
Culvert 1 Pre Route
Hyd. No. 23 - 25 Year
• 0.00
100.00
80.00
60.00
40.00
20.00
is
0.00 -L
0
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
1 J 1 I I I I I I 1 I ' 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 23 Hyd No. 22 ° "' I Total storage used = 20,334 cuff
y rograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Olyd. No. 24
Culvert 1 Post WM Pond Bypass
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 13.600 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 73.65 cfs
Time to peak = 718 min
Hyd. volume = 148,010 cuft
Curve number = 66.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
80.00
.0.00
60.00
50.00
40.00
30.00
20.00
10.00
•
Culvert 1 Post WM Pond Bypass
Hyd. No. 24 - 25 Year
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' 'J i i I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 24
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Olyd. No. 25
Culvert 1 Post Total
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 3, 24
Monday, Jan 25, 2010
Peak discharge = 141.44 cfs
Time to peak = 720 min
Hyd. volume = 791,061 cuft
Contrib. drain. area= 13.600 ac
Q (cfs)
160.00
Culvert 1 Post Total
Hyd. No. 25 - 25 Year
0.00
120.00
100.00
80.00
60.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 1 1 1 1 >• 1----,??? i i --?_. ,
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
is Time (min)
Hyd No. 25 Hyd No. 3 Hyd No. 24
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 26
Culvert 1 Post Route
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 25 - Culvert 1 Post Total
Reservoir name = Culvert 1
Storage Indication method used.
Q (cfs)
160.00
Culvert 1 Post Route
Hyd. No. 26 - 25 Year
0.00
120.00
100.00
80.00
60.00
40.00
Monday, Jan 25, 2010
Peak discharge = 110.91 cfs
Time to peak = 725 min
Hyd. volume = 791,003 cuft
Max. Elevation = 1359.02 ft
Max. Storage = 21,120 cuft
20.00
0.00 L '
0 180 360
• Hyd No. 26
540 720
Hyd No. 25
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
' 0.00
900 1080 1260 1440 1620
Time (min)
E 1 !WE Total storage used = 21,120 cuft
yrorph Report
Hydraflow Hydrographs by Intelisolve v9.1
leyd. No. 28
Culvert 2 Basin 1 Inflow
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 11.250 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
40.00
•
•
30.00
20.00
10.00
Q (cfs)
40.00
30.00
20.00
10.00
0.00 ` ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 28 Time (min)
Monday, Jan 25, 2010
Peak discharge = 39.76 cfs
Time to peak = 719 min
Hyd. volume = 84,744 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.00 min
Distribution = Type II
Shape factor = 484
Culvert 2 Basin 1 Inflow
Hyd. No. 28 - 25 Year
ydrograh Repo
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 29
Culvert 2 Pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 3.410 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
14.00
Culvert 2 Pre
Hyd. No. 29 - 25 Year
• ?.00
6.00
10.00
8.00
•
4.00
Monday, Jan 25, 2010
Peak discharge = 13.60 cfs
Time to peak = 720 min
Hyd. volume = 30,902 cult
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.50 min
Distribution = Type II
Shape factor = 484
2.00
Q (cfs)
14.00
12.00
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. 29 Time (min)
Hydrogra h Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 30
Culvert 2 Pre Total
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 28, 29
Monday, Jan 25, 2010
Peak discharge = 53.27 cfs
Time to peak = 719 min
Hyd. volume = 115,647 cuft
Contrib. drain. area= 14.660 ac
Q (cfs)
60.00
Culvert 2 Pre Total
Hyd. No. 30 - 25 Year
.0.00
•
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 O I -_.?- 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 30 Hyd No. 28 Hyd No. 29
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Islyd. No. 31
Culvert 2 Pre Route
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 30 - Culvert 2 Pre Total
Reservoir name = Culvert 2
Storage Indication method used.
Q (cfs)
60.00
10.00
40.00
30.00
20.00
10.00
•
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1 l l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 31 Hyd No. 30 ;_ . HU Time (min)
Total storage used = 31,901 cuft
Culvert 2 Pre Route
Hyd. No. 31 - 25 Year
Monday, Jan 25, 2010
Peak discharge = 10.22 cfs
Time to peak = 730 min
Hyd. volume = 115,646 cuft
Max. Elevation = 1354.68 ft
Max. Storage = 31,901 cuft
dr®raph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 32
Culvert 2 Post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 2.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
14.00
&-- 00
10.00
8.00
6.00
4.00
2.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 I 1 1 j 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 32 Time (min)
Culvert 2 Post
Hyd. No. 32 - 25 Year
Monday, Jan 25, 2010
Peak discharge = 13.71 cfs
Time to peak = 718 min
Hyd. volume = 27,542 cuft
Curve number = 63
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hyrogrh Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 33
Culvert 2 Post Total
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 28, 32
Monday, Jan 25, 2010
Peak discharge = 52.89 cfs
Time to peak = 719 min
Hyd. volume = 112,287 cuft
Contrib. drain. area= 14.090 ac
Q (cfs)
60.00
Culvert 2 Post Total
Hyd. No. 33 - 25 Year
•.0.00
•
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 - ' - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 33 Hyd No. 28 Hyd No. 32
Hydro graph Report
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Jan 25, 2010
Oyd. No. 34
Culvert 2 Post Route
Hydrograph type = Reservoir Peak discharge = 10.14 cfs
Storm frequency = 25 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 112,286 cuft
Inflow hyd. No. = 33 - Culvert 2 Post Total Max. Elevation = 1354.56 ft
Reservoir name = Culvert 2 Max. Storage = 30,766 cuft
Storage Indication method used.
Q (cfs)
60.00
Culvert 2 Post Route
Hyd. No. 34 - 25 Year
100.00
•
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 p- i i I - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 34 Hyd No. 33 7 _ 1__i f. Total storage used = 30,766 cuff
ydrorp Report
Hydraflow Hydrographs by Intelisolve v9.1
elyd. No. 36
Culvet 3 Pre
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 17.080 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
50.00
Culvet 3 Pre
Hyd. No. 36 - 25 Year
•
40.00
•
30.00
20.00
Monday, Jan 25, 2010
Peak discharge = 49.29 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
721 min
123,606 cult
56.1
Oft
10.70 min
Type II
484
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' ' i I I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 36 Time (min)
Hydrograph epoet
Hydraflow Hydrographs by Intelisolve v9.1
elyd. No. 37
Culvert 3 Pre Route
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 36 - Culvet 3 Pre
Reservoir name = Culvert 3
Monday, Jan 25, 2010
Peak discharge = 43.94 cfs
Time to peak = 724 min
Hyd. volume = 123,604 cuft
Max. Elevation = 1358.17 ft
Max. Storage = 7,618 cuft
Storage Indication method used.
Q (cfs)
50.00
•
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 I 1 '01 1 1 1 1 -7 ------- 1%L. -1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
•
H-111 yd No. 37 Hyd No. 36 1 . -1111-71 Time (min)
_ Total storage used = 7,618 cuft
Culvert 3 Pre Route
Hyd. No. 37 - 25 Year
dr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
eyd. No. 38
Culvert 3 Post
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 3.230 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.58 in
Storm duration = 24 hrs
Q (cfs)
15.00
•
12.00

9.00
6.00
3.00
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 ' i i .' I I I i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 38 Time (min)
Culvert 3 Post
Hyd. No. 38 - 25 Year
Monday, Jan 25, 2010
Peak discharge = 14.67 cfs
Time to peak = 718 min
Hyd. volume = 29,507 cuft
Curve number = 61.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 39
Culvert 3 Post Route
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 38 - Culvert 3 Post
Reservoir name = Culvert 3
Storage Indication method used.
Q (cfs)
15.00
Culvert 3 Post Route
Hyd. No. 39 - 25 Year
•
12.00

9.00
6.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Jan 25, 2010
= 13.32 cfs
= 720 min
= 29,505 cuft
= 1356.42 ft
= 2,527 cult
3.00
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 1 1 1 1 i i I I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 39 Hyd No. 38 _ ._,__; _? Total storage used = 2,527 cult
Hyrograph Report
HydraFlow Hydrographs by Intelisolve v9.1
•No. I
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
Monday, Jan 25, 2010
Peak discharge = 147.31 cfs
Time to peak = 722 min
Hyd. volume = 400,799 cuft
Curve number = 60.8
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
160.00
0 9.00
120.00
Pre 1
Hyd. No. 1 - 50 Year
100.00
80.00
60.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 I ?- I I I 1 I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 1 Time (min)
ydrogPaph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 2
Post 1 to Pond
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 41.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs)
420.00
Post 1 to Pond
Hyd. No. 2 - 50 Year
0 ).00
300.00
Monday, Jan 25, 2010
Peak discharge = 387.34 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
717 min
816,898 cuft
80.9
Oft
5.00 min
Type II
484
240.00
180.00
120.00
60.00

Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Olyd. 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
Monday, Jan 25, 2010
Peak discharge = 128.48 cfs
Time to peak = 724 min
Hyd. volume = 770,703 cuft
Max. Elevation = 1413.39 ft
Max. Storage = 581,014 cuft
Storage Indication method used. Wet pond routing start elevation = 1408.00 ft.
Q (cfs)
420.00
Pond 1 Route
Hyd. No. 3 - 50 Year
• 0.00
300.00
240.00
180.00
120.00
60.00

Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00 , - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2" l T Total storage used = 581,014 cuff
H.yroraph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 4
Post 1 Bypass
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 9.590 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs)
60.00
W.00
40.00
30.00
20.00
10.00
0.00 --
0
•
Post l Bypass
Hyd. No. 4 - 50 Year
Q (cfs)
60.00
Monday, Jan 25, 2010
Peak discharge = 52.24 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
104,957 cuft
59.9
Oft
5.00 min
Type II
484
50.00
40.00
30.00
20.00
10.00
0.00
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
elyd. No. 5
Post 1 Total
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
Q (cfs)
160.00
.9.00
120.00
Post 1 Total
Hyd. No. 5 - 50 Year
100.00
80.00
60.00
40.00
Monday, Jan 25, 2010
Peak discharge = 156.73 cfs
Time to peak = 722 min
Hyd. volume = 875,660 cuft
Contrib. drain. area= 9.590 ac
20.00
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4
?,Aydroegraph Report
Hydrarlow Hydrographs by Intelisolve v9.1
le1yd. 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
Q (cfs)
12.00
2 Pre
Hyd. No. 7 - 50 Year
•0.00
•
8.00
6.00
Monday, Jan 25, 2010
Peak discharge = 10.72 cfs
Time to peak = 719 min
Hyd. volume = 22,681 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 L ' f ' ' ' l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7
Hdroraph Report
Hydraflow Hydrographs by Intelisolve v9.1
eyd. No. 8
2 Post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 1.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs)
10.00
•
8.00
6.00
•
2 Post
Hyd. No. 8 - 50 Year
Q (cfs)
10.00
Monday, Jan 25, 2010
Peak discharge = 9.134 cfs
Time to peak = 718 min
Hyd. volume = 18,377 cuft
Curve number = 58.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
4.00
2.00
0.00 "
0
8.00
6.00
4.00
2.00
- ' ' 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
layd. 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
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs)
70.00
3 Pre
Hyd. No. 10 - 50 Year
• 0.00
•
50.00
40.00
Monday, Jan 25, 2010
Peak discharge = 60.60 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
721 min
149,790 cuft
55.5
Oft
10.60 min
Type II
484
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 , 1 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
Oyd. No. 11
3 Post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 2.550 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs)
14.00
3 Post
Hyd. No. 11 - 50 Year
02.00
•
10.00
8.00
Monday, Jan 25, 2010
Peak discharge = 13.29 cfs
Time to peak = 718 min
Hyd. volume = 26,720 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
6.00
4.00
2.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' 1 1 , 1 1 i --k 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 13
4 Pre
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 1.510 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs)
6.00
4 Pre
Hyd. No. 13 - 50 Year
95.00
•
4.00
3.00
Monday, Jan 25, 2010
Peak discharge = 5.828 cfs
Time to peak = 720 min
Hyd. volume = 13,384 cuft
Curve number = 55.2
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' ' ' ' 1 I 1 l l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13
ydrogl ap Report
Hydraflow Hydrographs by Intelisolve v9.1
•4d. 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
Monday, Jan 25, 2010
Peak discharge = 5.094 cfs
Time to peak = 720 min
Hyd. volume = 11,700 cult
Curve number = 55.2*
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)
6.00
• 5.00
•
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' ' L I I I i I 1 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 - 50 Year
Hyd rograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 16
5 Pre
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 0.430 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 3.904 cfs
Time to peak = 717 min
Hyd. volume = 8,188 cuft
Curve number = 79.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
4.00
•
3.00
•
2.00
1.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' ' ' ' - I I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 16
5 Pre
Hyd. No. 16 - 50 Year
Hdrograph Report
HydraflowHydrographs by Intelisolve v9.1
Oyd. No. 17
5 Post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 0.260 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs
3.00
1]
2.00
1.00
0.00
Monday, Jan 25, 2010
Peak discharge = 2.721 cfs
Time to peak = 717 min
Hyd. volume = 6,073 cuft
Curve number = 89.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
5 Post
Hyd. No. 17 - 50 Year
Q (cfs)
3.00
2.00
1.00
0 00
0 120 240
• Hyd No. 17
360 480 600 720 840 960
1080 1200
Time (min)
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
elyd. No. 19
Pre Total
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyds. = 1, 7, 10, 13, 16
Q (cfs)
240.00
Pre Total
Hyd. No. 19 - 50 Year
0.00
180.00
•
150.00
120.00
Monday, Jan 25, 2010
Peak discharge = 223.07 cfs
Time to peak = 721 min
Hyd. volume = 594,841 cuft
Contrib. drain. area= 57.280 ac
90.00
60.00
30.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 1 I 1 I I W? --
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 1 Hyd No. 7 Hyd No. 10 Time (min)
Hyd No. 13 Hyd No. 16
Hydro graph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 20
Post Total
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyds. = 5, 8, 11, 14, 17
Q (cfs)
180.00
Post Total
Hyd. No. 20 - 50 Year
•x.00
120.00
Monday, Jan 25, 2010
Peak discharge = 179.52 cfs
Time to peak = 721 min
Hyd. volume = 938,529 cuft
Contrib. drain. area= 5.910 ac
90.00
60.00
30.00
0.00 -1
0

Q (cfs)
180.00
150.00
120.00
90.00
60.00
30.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Hyd No. 5 Hyd No. 8 Hyd No. 11 Time (min)
Hyd No. 14 Hyd No. 17
Hydroraph Report
Hydraflow Hydrographs by Intelisolve v9.1
elyd. No. 22
Culvert 1 Pre
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 40.030 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 7.46 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 173.35 cfs
Time to peak = 722 min
Hyd. volume = 469,073 cuft
Curve number = 62.8
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.90 min
Distribution = Type II
Shape factor = 484
Culvert 1 Pre
Q (cfs)
Hyd. No. 22 - 50 Year Q (cfs)
180.00
160.00
•
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
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. 22 Time (min)
ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Olyd. No. 23
Culvert 1 Pre Route
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyd. No. = 22 - Culvert 1 Pre
Reservoir name = Culvert 1
Storage Indication method used.
Q (cfs)
A on r1 r%
Culvert 1 Pre Route
Hyd. No. 23 - 50 Year
Monday, Jan 25, 2010
Peak discharge = 144.17 cfs
Time to peak = 727 min
Hyd. volume = 469,073 cuft
Max. Elevation = 1360.08 ft
Max. Storage = 32,544 cuft
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
•
0.00 ' 1 L.0011- I I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 23 Hyd No. 22 ! :: ? ? ! _ ' Total storage used = 32,544 cuft
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9A
Oyd. No. 24
Culvert 1 Post WM Pond Bypass
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 13.600 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 90.95 cfs
Time to peak = 718 min
Hyd. volume = 183,379 cuft
Curve number = 66.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Culvert 1 Post WM Pond Bypass
Q (cfs) Hyd. No. 24 - 50 Year Q (cfs)
100.00
90.00
•0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
100.00
90.00
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. 24 Time (min)
drograh spore
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 25
Culvert 1 Post Total
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyds. = 3, 24
Monday, Jan 25, 2010
Peak discharge = 184.12 cfs
Time to peak = 720 min
Hyd. volume = 954,081 cult
Contrib. drain. area= 13.600 ac
Q (cfs
210.00
•3.00
150.00
120.00
90.00
60.00
30.00
•
Culvert 1 Post Total
Hyd. No. 25 - 50 Year
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 25 Hyd No. 3 Hyd No. 24 Time (min)
ydrograph Report
Hydraflow Hydrographs by Inteiisolve v9.1 Monday, Jan 25, 2010
Oyd. No. 26
Culvert 1 Post Route
Hydrograph type = Reservoir Peak discharge = 154.71 cfs
Storm frequency = 50 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 954,025 cuft
Inflow hyd. No. = 25 - Culvert 1 Post Total Max. Elevation = 1360.32 ft
Reservoir name = Culvert 1 Max. Storage = 35,661 cuft
Storage Indication method used.
Q (cfs)
210.00
•1.00
150.00
120.00
90.00
60.00
30.00
Ll
Culvert 1 Post Route
Hyd. No. 26 - 50 Year
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 26 Hyd No. 25 _j_ ULHi Total storage used = 35,661 cuft Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 28
Culvert 2 Basin 1 Inflow
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 11.250 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs)
60.00
00.00
40.00
30.00
20.00
10.00
Monday, Jan 25, 2010
Peak discharge = 51.33 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
719 min
108,579 cuft
58
Oft
7.00 min
Type II
484
Culvert 2 Basin 1 Inflow
Hyd. No. 28 - 50 Year
Q (cfs)
60.00
0.00 "
0
120 240 360 480 600 720 840
0 Hyd No. 28
50.00
40.00
30.00
20.00
10.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
I'Aydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
ellyd. No. 29
Culvert 2 Pre
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 3.410 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 7.46 in
Storm duration = 24 hrs
Q (cfs)
18.00
• 5.00
•
12.00
9.00
6.00
3.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 i i I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 29 Time (min)
Culvert 2 Pre
Hyd. No. 29 - 50 Year
Monday, Jan 25, 2010
Peak discharge = 17.19 cfs
Time to peak = 720 min
Hyd. volume = 38,913 cuft
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.50 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
•fyd. No. 30
Culvert 2 Pre Total
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyds. = 28, 29
Q (cfs)
70.00
Culvert 2 Pre Total
Hyd. No. 30 - 50 Year
•0.00
50.00
40.00
Monday, Jan 25, 2010
Peak discharge = 68.47 cfs
Time to peak = 719 min
Hyd. volume = 147,491 cuft
Contrib. drain. area= 14.660 ac
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 _
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• (min)
Hyd No. 30 Hyd No. 28 Hyd No. 29 Time
Hyydrogpaph Repo
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 31
Culvert 2 Pre Route
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyd. No. = 30 - Culvert 2 Pre Total
Reservoir name = Culvert 2
Storage Indication method used.
Q (cfs)
70.00
•0.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
•
Hyd No. 31 Hyd No. 30 it Total storage used = 45,366 tuft Time (min)
Culvert 2 Pre Route
Hyd. No. 31 - 50 Year
Monday, Jan 25, 2010
Peak discharge = 10.98 cfs
Time to peak = 733 min
Hyd. volume = 147,491 cuft
Max. Elevation = 1355.88 ft
Max. Storage = 45,366 cult
yrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 32
Culvert 2 Post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 2.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 17.19 cfs
Time to peak = 718 min
Hyd. volume = 34,544 cuft
Curve number = 63
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
18.00
•5.00
12.00
9.00
6.00
3.00
•
Culvert 2 Post
Hyd. No. 32 - 50 Year
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ' 1 1 1 ' ' ' r ' 0.00 I Z^ 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 32 Time (min)
Hydro graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Olyd. No. 33
Culvert 2 Post Total
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyds. = 28, 32
Monday, Jan 25, 2010
Peak discharge = 68.01 cfs
Time to peak = 718 min
Hyd. volume = 143,123 cuft
Contrib. drain. area= 14.090 ac
Q (cfs)
70.00
• 0.00
50.00
40.00
30.00
20.00
10.00

Culvert 2 Post Total
Hyd. No. 33 - 50 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' -1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 33 Hyd No. 28 Hyd No. 32
ydrograph ep®
Hydraflow Hydrographs by Intelisolve v9.1
.1yd. No. 34
Culvert 2 Post Route
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyd. No. = 33 - Culvert 2 Post Total
Reservoir name = Culvert 2
Storage Indication method used.
Q (cfs)
70.00
•9.00
•
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 I I I i 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 34 Hyd No. 33 11 Total storage used= 43,691 cuff Time (min)
Culvert 2 Post Route
Hyd. No. 34 - 50 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Jan 25, 2010
= 10.89 cfs
= 731 min
= 143,123 cuft
= 1355.74 ft
= 43,691 cuft
Hye ro raph Repo
Hydraflow Hydrographs by Intelisolve v9.1
elyd. No. 36
Culvet 3 Pre
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 17.080 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 7.46 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 64.84 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
721 min
159,837 cuft
56.1
Oft
10.70 min
Type II
484
Q (cfs)
70.00
is 0.00
50.00
40.00
30.00
20.00
10.00
•
Culvet 3 Pre
Hyd. No. 36 - 50 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 r l i l i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 36
Hydro graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Olyd. No. 37
Culvert 3 Pre Route
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyd. No. = 36 - Culvet 3 Pre
Reservoir name = Culvert 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Jan 25, 2010
= 54.61 cfs
= 724 min
= 159,835 cult
= 1359.08 ft
= 11,489 cuft
Storage Indication method used.
Q (cfs)
70.00
.0.00
50.00
40.00
30.00
20.00
10.00
•
Culvert 3 Pre Route
Hyd. No. 37 - 50 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' 1 1 I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 37 Hyd No. 36 LH i _ HE ? Total storage used = 11,489 cult
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
eyd. No. 38
Culvert 3 Post
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 3.230 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.46 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 18.55 cfs
Time to peak = 718 min
Hyd. volume = 37,247 cuft
Curve number = 61.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
21.00
Culvert 3 Post
Hyd. No. 38 -- 50 Year
0.00
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 i i I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 38
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
eyd. No. 39
Culvert 3 Post Route
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 1 min
Inflow hyd. No. = 38 - Culvert 3 Post
Reservoir name = Culvert 3
Monday, Jan 25, 2010
Peak discharge = 17.01 cfs
Time to peak = 720 min
Hyd. volume = 37,245 cuft
Max. Elevation = 1356.64 ft
Max. Storage = 3,010 cuft
Storage Indication method used.
Q (cfs)
21.00
Culvert 3 Post Route
Hyd. No. 39 -- 50 Year
0.00
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 i i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
_ Time (min)
Hyd No. 39 Hyd No. 38 Total storage used = 3,010 cuft
ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. 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
Monday, Jan 25, 2010
Peak discharge = 182.18 cfs
Time to peak = 722 min
Hyd. volume = 492,232 cuft
Curve number = 60.8
Hydraulic length = 0 ft
Time of conc. (Tc) = 14.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
210.00
0.00
150.00
120.00
90.00
60.00
30.00
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 1 1 i i I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 1 Time (min)
Pre 1
Hyd. No. 1 -- 100 Year
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 2
Post 1 to Pond
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 41.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Q (cfs)
480.00
0.00
360.00
300.00
240.00
180.00
120.00
60.00
Monday, Jan 25, 2010
Peak discharge = 447.04 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
717 min
950,951 cuft
80.9
Oft
5.00 min
Type II
484
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
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
• Hyd No. 2 Time (min)
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
loyd. 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
Monday, Jan 25, 2010
Peak discharge = 157.92 cfs
Time to peak = 724 min
Hyd. volume = 904,516 cuft
Max. Elevation = 1413.99 ft
Max. Storage = 630,203 cuft
Storage Indication method used. Wet pond routing start elevation = 1408.00 ft.
Q (cfs)
480.00
0.00
360.00
Pond 1 Route
Hyd. No. 3 -- 100 Year
300.00
240.00
180.00
120.00
60.00
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00 1 , L_ - I I I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• 7 _ Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 630,203 cuft
Hydr®graph Report
Hydraflow Hydrographs by Intelisoive v9.1
Oyd. No. 4
Post l Bypass
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 9.590 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Q (cfs)
70.00
of. 00
Monday, Jan 25, 2010
Peak discharge = 64.37 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
129,302 cuft
59.9
Oft
5.00 min
Type II
484
50.00
40.00
30.00
20.00
10.00
E
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 ' ' ' i J I 1 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
eyd. No. 5
Post 1 Total
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
Monday, Jan 25, 2010
Peak discharge = 198.58 cfs
Time to peak = 720 min
Hyd. volume = 1,033,818 cuft
Contrib. drain. area= 9.590 ac
Q (cfs)
210.00
0.00
150.00
120.00
90.00
60.00
30.00
•
Post 1 Total
Hyd. No. 5 - 100 Year
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 r 1 i 1 i
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
loyd. 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
Monday, Jan 25, 2010
Peak discharge = 13.34 cfs
Time to peak = 719 min
Hyd. volume = 28,135 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.80 min
Distribution = Type II
Shape factor = 484
Q (cfs)
14.00
2 Pre
Hyd. No. 7 -- 100 Year
*.00
•
10.00
8.00
6.00
4.00
2.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 i I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
Hyrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 8
2 Post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 1.780 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 11.34 cfs
Time to peak = 718 min
Hyd. volume = 22,770 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
0.00
•
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 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 -- 100 Year
'Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
loyd. 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
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 76.72 cfs
Time to peak = 721 min
Hyd. volume = 187,650 cuft
Curve number = 55.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.60 min
Distribution = Type II
Shape factor = 484
Q (cfs
80.00
10.00
60.00
50.00
40.00
30.00
20.00
10.00
3 Pre
Hyd. No. 10 -- 100 Year
I -T
0.00
?J
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
n nn
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
eyd. No. 11
3 Post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 2.550 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Q (cfs)
18.00
0.00
•
12.00
9.00
6.00
3.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 i i i I i I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11
3 Post
Hyd. No. 11 -- 100 Year
Monday, Jan 25, 2010
Peak discharge = 16.46 cfs
Time to peak = 718 min
Hyd. volume = 33,060 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = '484
Hy rograph Repo
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 13
4 Pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 1.510 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 7.376 cfs
Time to peak = 720 min
Hyd. volume = 16,787 cuft
Curve number = 55.2
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.50 min
Distribution = Type II
Shape factor = 484
Q (cfs)
8.00
C7

4 Pre
Hyd. No. 13 -- 100 Year
6.00
4.00
2.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 i i , I I 1 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
loyd. No. 14
4 Post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 1.320 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 6.448 cfs
Time to peak = 720 min
Hyd. volume = 14,675 cuft
Curve number = 55.2*
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)
7.00
0.00
5.00
4.00
3.00
2.00
1.00
•
4 Post
Hyd. No. 14 -- 100 Year
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 ' ' I I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 16
5 Pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.430 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 4.518 cfs
Time to peak = 717 min
Hyd. volume = 9,556 cuft
Curve number = 79.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
5.00
5 Pre
Hyd. No. 16 -- 100 Year
•
4.00
3.00
2.00
1.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
• Hyd No. 16 Time (min)
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 17
5 Post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.260 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Q (cfs)
4.00
•
3.00
2.00
1.00
n nn
Monday, Jan 25, 2010
Peak discharge = 3.084 cfs
Time to peak = 717 min
Hyd. volume = 6,944 cuft
Curve number = 89.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
5 Post
Hyd. No. 17 --100 Year Q (cfs)
4.00
3.00
2.00
1.00
0 00
0 120
• Hyd No. 17
240 360 480 600 720 840 960 1080
1200
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 19
Pre Total
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 1, 7, 10, 13, 16
Q (cfs)
280.00
Pre Total
Hyd. No. 19 - 100 Year
0.00
80.00
200.00
160.00
40.00
120.00
•
Monday, Jan 25, 2010
Peak discharge = 278.00 cfs
Time to peak = 721 min
Hyd. volume = 734,361 cuft
Contrib. drain. area= 57.280 ac
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00 I I 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 1 Hyd No. 7 Hyd No. 10 Time (min)
Hyd No. 13 Hyd No. 16
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
llyd. No. 20
Post Total
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 5, 8, 11, 14, 17
Q (cfs)
240.00
00
180.00
150.00
120.00
90.00
60.00
30.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 1 1 I I I I I I 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Hyd No. 5 Hyd No. 8 Hyd No. 11 Time (min)
Hyd No. 14 Hyd No. 17
Post Total
Hyd. No. 20 -- 100 Year
Monday, Jan 25, 2010
Peak discharge = 232.01 cfs
Time to peak = 720 min
Hyd. volume = 1,111,267 cult
Contrib. drain. area= 5.910 ac
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
loyd. No. 22
Culvert 1 Pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 40.030 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 212.46 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
722 min
572,289 cuft
62.8
Oft
14.90 min
Type II
484
Q (cfs)
240.00
Culvert 1 Pre
Hyd. No. 22 -- 100 Year
0. 00
180.00
150.00
120.00
90.00
60.00
30.00
•
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 1 1 1 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 22 Time (min)
ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
loyd. No. 23
Culvert 1 Pre Route
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 22 - Culvert 1 Pre
Reservoir name = Culvert 1
Monday, Jan 25, 2010
Peak discharge = 182.41 cfs
Time to peak = 726 min
Hyd. volume = 572,289 cuft
Max. Elevation = 1360.90 ft
Max. Storage = 42,980 cuft
Storage Indication method used.
Q (cfs)
240.00
Culvert 1 Pre Route
Hyd. No. 23 -- 100 Year
00
180.00
150.00
120.00
90.00
60.00
30.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• (min)
Hyd No. 23 Hyd No. 22 ____-_ _?_-'_ Total storage used = 42,980 cult Time
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
layd. No. 24
Culvert 1 Post WM Pond Bypass
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 13.600 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 109.27 cfs
Time to peak = 718 min
Hyd. volume = 221,357 cuft
Curve number = 66.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
120.00
Culvert 1 Post WM Pond Bypass
Hyd. No. 24 -- 100 Year
6.00
0
80.00
60.00
40.00
20.00
Q (cfs)
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
Hyd No. 24 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
layd. No. 25
Culvert 1 Post Total
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 3, 24
Monday, Jan 25, 2010
Peak discharge = 236.79 cfs
Time to peak = 720 min
Hyd. volume = 1,125,875 cuft
Contrib. drain. area= 13.600 ac
Q (cfs)
240.00
0- 00
180.00
150.00
Culvert 1 Post Total
Hyd. No. 25 -- 100 Year
120.00
90.00
60.00
30.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• (min)
Hyd No. 25 Hyd No. 3 Hyd No. 24 Time
Hy rograph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 26
Culvert 1 Post Route
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 25 - Culvert 1 Post Total
Reservoir name = Culvert 1
Monday, Jan 25, 2010
Peak discharge = 199.12 cfs
Time to peak = 724 min
Hyd. volume = 1,125,819 cuft
Max. Elevation = 1361.20 ft
Max. Storage = 47,455 cuft
Storage Indication method used.
Q (cfs)
240.00
Culvert 1 Post Route
Hyd. No. 26 -- 100 Year
00
180.00
150.00
120.00
90.00
60.00
30.00

Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 1 --1 ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 26 Hyd No. 25 Total storage used = 47,455 cuft
ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
leyd. No. 28
Culvert 2 Basin 1 Inflow
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 11.250 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 63.85 cfs
Time to peak = 719 min
Hyd. volume = 134,690 cuft
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
70.00
0.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' i i i 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
is Hyd No. 28 Time (min)
Culvert 2 Basin 1 Inflow
Hyd. No. 28 -- 100 Year
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 29
Culvert 2 Pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 3.410 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.37 in
Storm duration = 24 hrs
Q (cfs)
24.00
Culvert 2 Pre
Hyd. No. 29 -- 100 Year
19.00
8.00
16.00
12.00
is
4.00
Monday, Jan 25, 2010
Peak discharge = 21.03 cfs
Time to peak = 720 min
Hyd. volume = 47,598 cuft
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.50 min
Distribution = Type II
Shape factor = 484
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 I I i 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 29
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
loyd. No. 30
Culvert 2 Pre Total
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 28, 29
Monday, Jan 25, 2010
Peak discharge = 84.88 cfs
Time to peak = 719 min
Hyd. volume = 182,288 cuft
Contrib. drain. area= 14.660 ac
Culvert 2 Pre Total
Q (cfs) Hyd. No. 30 --100 Year Q (cfs)
90.00
40.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
. (min)
Hyd No. 30 Hyd No. 28 Hyd No. 29 Time
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 31
Culvert 2 Pre Route
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 30 - Culvert 2 Pre Total
Reservoir name = Culvert 2
Monday, Jan 25, 2010
Peak discharge = 11.70 cfs
Time to peak = 738 min
Hyd. volume = 182,288 cuft
Max. Elevation = 1357.10 ft
Max. Storage = 60,882 cuft
Storage Indication method used.
Culvert 2 Pre Route
Q (cfs) Hyd. No. 31 -- 100 Year Q (cfs)
90.00
10.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Time (min)
Hyd No. 31 Hyd No. 30 Total storage used = 60,882 cult
ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 32
Culvert 2 Post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 2.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 20.91 cfs
Time to peak = 718 min
Hyd. volume = 42,119 cuft
Curve number = 63
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
21.00
0.00
LI
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
Time (min)
Hyd No. 32
Culvert 2 Post
Hyd. No. 32 -- 100 Year
ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
•lyd. No. 33
Culvert 2 Post Total
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 28, 32
Monday, Jan 25, 2010
Peak discharge = 84.37 cfs
Time to peak = 718 min
Hyd. volume = 176,808 cuft
Contrib. drain. area= 14.090 ac
Culvert 2 Post Total
Q (cfs) Hyd. No. 33 -- 100 Year Q (cfs)
90.00
:0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• (min)
Hyd No. 33 Hyd No. 28 Hyd No. 32 Time
HI
ydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 34
Culvert 2 Post Route
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 33 - Culvert 2 Post Total
Reservoir name = Culvert 2
Monday, Jan 25, 2010
Peak discharge = 11.60 cfs
Time to peak = 737 min
Hyd. volume = 176,808 cuft
Max. Elevation = 1356.93 ft
Max. Storage = 58,574 cuft
Storage Indication method used.
Culvert 2 Post Route
Q (cfs) Hyd. No. 34 -- 100 Year Q (cfs)
90.00
11W,
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Time (min)
Hyd No. 34 Hyd No. 33 Total storage used = 58,574 cult
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 36
Culvet 3 Pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 17.080 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 81.79 cfs
Time to peak = 721 min
Hyd. volume = 199,746 cuft
Curve number = 56.1
Hydraulic length = 0 ft
Time of conc. (Tc) = 10.70 min
Distribution = Type II
Shape factor = 484
Culvet 3 Pre
Q (cfs)
Hyd. No. 36 -- 100 Year Q (cfs)
90.00
90.00
80.00
• 80.00
70.00
70.00
60.00
60.00
50.00 -
50.00
40.00 _
40.00
30.00 - - -
30.00
20.00
20.00
10.00
10.00
0.00 -- - -- -- - --
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
• Hyd" No. 36 Time (min)
yrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Loyd. No. 37
Culvert 3 Pre Route
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 36 - Culvet 3 Pre
Reservoir name = Culvert 3
Monday, Jan 25, 2010
Peak discharge = 64.24 cfs
Time to peak = 725 min
Hyd. volume = 199,744 cuft
Max. Elevation = 1360.07 ft
Max. Storage = 17,076 cuft
Storage Indication method used.
Culvert 3 Pre Route
Q (cfs) Hyd. No. 37 -- 100 Year Q (cfs)
90.00
80.00
•
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
u lzu 24U 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 37 Hyd No. 36 _! Total storage used = 17,076 cult Time (min)
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Oyd. No. 38
Culvert 3 Post
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 3.230 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.37 in
Storm duration = 24 hrs
Monday, Jan 25, 2010
Peak discharge = 22.70 cfs
Time to peak = 718 min
Hyd. volume = 45,652 cuft
Curve number = 61.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
24.00
0.00
16.00
12.00
8.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 38 Time (min)
Culvert 3 Post
Hyd. No. 38 -- 100 Year
ydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
eyd. No. 39
Culvert 3 Post Route
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 38 - Culvert 3 Post
Reservoir name = Culvert 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Jan 25, 2010
= 21.07 cfs
= 719 min
= 45,650 cuft
= 1356.85 ft
= 3,511 cuft
Storage Indication method used.
Q (cfs)
24.00
0.00
16.00
12.00
•
8.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 i I I i ?!!!? I 1
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 39 Hyd No. 38 Total storage used = 3,511 cuft Time (min)
Culvert 3 Post Route
Hyd. No. 39 -- 100 Year
4
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Permit No.
(to be provided by DWQ)
• of wAr?c,9
??
7 - f
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 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INIF +IATiON ----
Project name
Contact person
Phone number
Date
Drainage area number
R. RESIGN INFORMATION
Site Characteristics
843-654-7886
1/19/2010
1 _ D-A 1 -

Drainage area 1,819,937 fe
Impervious area, post-development 1,019,740 fC
% impervious 56.03 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 298,151ff3 OK
Volume provided 301,590 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1 yr 24hr stone peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: l-yr, 24-hr stone
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. Pool?
Elevation of the top of the additional volume

Grandview S!a11o? with'Nal-N,art S.iper? n1er=1 c&;-D?
Bo Murphy
ft3
ft3
ft3
ft3
ft3
y (Y or N)
3.1 in
0.35 (unitless)
0.67 (unitless)
0.13 in/hr OK
11.84 ft3/sec
5.34 ft3/sec
-6.50 ft3/sec
1408.00 fmsl
1409.50 fmsl
1392.00 fmsl
1408.50 fmsl
1407.50 fmsl Data not needed for calculation option #1, but OK if provided.
1399.00 fmsl
1398.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
n (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
Ill. = DESIGN INFORMATION
Areas
,Surface
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Ap„„_pw
Area, bottom of IOft vegetated shelf, Abt ,dr
Area, sediment cleanout, top elevation (bottom of pond), ktl.d
Volumes
Volume, temporary pool
Volume, permanent pool, V,.-,,d
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vp._,d
Area provided, permanent pool, A,.,Od
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap.._,w
Area, bottom of 10ft vegetated shelf, Amt :her
Area, sediment cleanout, top elevation (bottom of pond), Aye- d
• "Depth' (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
• Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
62,532 ft2
47,136 fC
2.59 (unitless)
49,419 ft' OK
41,744 ftz
7.904 fl
301,590 ft3 OK
214,057 ft3
44,335 ft3
20.7% % OK
90 %
n (Y or N)
y (Y or N)
2.59 (unifless)
y (Y or N)
214,057 ft3
49,419 W
4.33 It
4.5 It
(Y or N)
49,419 ft`
41,744 ft`
7,904 e
8.50 ft
It
ft
y (Y or N)
5.00 in
in2
0.60 (unitless)
1.50 ft
n (Y or N)
(unitless)
(unitless)
ft
ft
11.84 ft3/sec
5.34 ft3/sec
0.49 ft3/sec
2.00 days
3 :1
10 :1
10.0 ft
3 :1
4.6 :1
y (Y or N)
1.0 ft
n (Y or N)
y (Y or N)
y (Y or N)
6 inch drawdown Dioe with
OK
OK
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
le valve.
Form SW401-Wet Detention Basin-Rev.8-9117/09 Parts I. & II. Design Summary, Page 2 of 2
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)
Grandview Station with Vital-Mart Supercenter #1694-05
07-230
1/1912010

41.78 Acres
23.41 Acres
1408.00 FT
49419 SF
214057 CF
56.0%
4.33 FT
2.59
2.72
1.0
0.554
84064 CF
298,121 CF
1409.50 FT
301590 CF
87533 CF
Table 10-3 (90%TSS Removal)
Average Permanent Pool Depth
%impervious 4.00 4.33 4.50
50% 2.50 2.37 27
56.0% 2.68 2.59 2.54
60% 2.80 2.73 230
Where, Volume = (from above) (cf) _
t = 172800 sec (48 hours)
h = average head on orifice centroid (ft)
h = ( 1409.50 - 1408.00) _
A = 0.149 sq feet or, 21.42 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 =
5.22 inches
87,533 cf
1.5 ft
Design 5.22 inch Diameter Orifice at Inv Elev = 1408.00
Actual 5.00 inch Diameter Orifice at Inv Elev = 1408.00
is
•
Appendix F
C1
Rainfall Data
0
Precipitation Frequency Data Server
POINT PRECIPITATION`'
FREQUENCY ESTIMATES
• FROM NOAA ATLAS 14 `w,,,,
MARION, NORTH CAROLINA (31-5340) 35.6631 N 82.0292 W 1420 feet
Gorr'Preciphation-Frequermy Adas of the United States" NOAA Aties 14, Volume 2, Version 3
GM Ronain, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring Marylaad, 2004
Extracted: Tue Aug 25 2W9
•
•
Page 1 of 3
?I171?,?rw?Lre?vla??
'These Vec otkegmxyestimaesarebasedonapaj MM& svimARlistheAverageRecraterrceIntrrval.
Please refer to NOAA Atlas 14 Dooratxrdfor mere Worma m NOTE Fam sling forces estimates nearzero to appear as zero
I 1
- -
Precipitation. Frequency Estimates (inches)
ARI•
ars min
(ye ij
mia 15
min 30
m n 61
m 20
mI R [g II2
hr ?
? ?
?8? ?
4 ?? ?20
&ay y 30
d" I
d"
JURY
F3-8- I ® .75 1,-0-31 ,-2-91 1.50 1.61 ® 2.58 3.11 3,75 F23 96 5.67 7.55 9.35 11-8--41 1412
.45 F72 ®1.25 1.56 183 1,96 2.45 3,11 F77 J .52 5.09 5,94 6,76 8,94 11.00 F13--8-4] 16.46
F-5 i .54 ® 1.08 1.54 1.98 32 2.48 OS 3.85 .79 5.69 .31 7.25 8.13 10.57 12,69 15.66 18.48
10 0.60 0.96 1,22 1.76 .30 2.72 290 3.56 K
fl 5
F 59 6.59 27 8.25 9.17 11.82 13.93 17.02 20.00
0 .69 1.10 1.39 ® 275 .29 3,53 3I Z9 6.71 7.84 8.57 9.60 10.54 13.48 15.52 18.73 21,92
50 .76 I20 I.52 30 3.11 .76 .07 .95 5,99 7.61 8.83 9.61 10.65 11.59 14.78 16.72 20,00 23.35
100 F0-82- T-3-11 1.66 F2-531 F3-49] F426 4.64 5.66 6.72 8.54 9.85 I0.66 11.72 12,65 16.07 17.87 21.21 24,70
200 .89 1.41 I.78 2.78 3.90 4.80 5.28 6.44 7- 5 1] 9.51 10.91 F17-51 F .80 13.71 17.37 19.00 .39 26.00
500 0.98 1.55 1.96 3.11 ® 5.58 .21 .60 8.65 10.87 I2.37 I3.25 14.28 15.13 19.10 20.46 .88 27,65
1000 1.05 1.66 .08 3,38 4.93 6.23 7.OI 8.61 9.60 11.95 13.54 14.46 15.42 16.2b 0.43 21.55 25.00 28.87
Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
AItI 5 10 15 3060 120 3 6 12 24 48 4 7 10 ZO 30 45 60
][]F
ears min man
mi
11 11 a min min mia br hr hr hr hr day day day 11 day 11 day 11 day 11 day
0,41 0.66 0.83 1.14 1,42 1,65 1.79 .24 2.82 3.37 .03 .56 5 33 6.08 8.05 .89 12.4b 14.82
0 .49 0.79 0.99 1.37 1,72 2.01 2.17 2,69 3.40 .09 4,87 .48 .39 7.24 9.52 31.64 14.57 17.30
?? .59 0.94 1.19 1.70 2.37 255 .74 3.35 4.20 5.20 6.12 6.79 7.78 8.70 11.26 13.42 16.49 19,43
10 ® 1.06 1.34 1.94 2.52 299 3.21 3.90 4.86 6.06 7,10 7,82 8.87 4.82 12.59 14.75 17,92 1.02
25 0.76 1.21 1,53 .27 3.02 3,62 3.91 4,73 5.79 7.27 8.45 9.22 10.31 11,28 14.39 16.43 19.73 23.05
50 0.83 1.33 1.68 253 3.43 4.14 ,51 5.44 6.57 8.25 9.53 10,35 11.46 12.43 15,78 17,72 1,09 24.56
100 0.91 1.44 1.82 80 3.85 4.71 5.-1-61 F 24 7.40 9.28 10.b5 1150 12.62 13.58 17,18 18.97 39 26.02
® 0,99 1.57 1.98 .08 4.32 5,32 .89 7,13 8.30 10.34 11,82 12.70 13.81 14.74 18.60 20,21 3.68 27.42
500 1.09 I.73 .18 3.47 .98 6.23 6.99 8.48 9.63 11.84 13.45 14.39 15.46 16.31 0.51 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 I6.75 I7.57 22.00 23.01 6,54 30.54
v0 pia vrw?a r, era:-,.- a-v. w avn wa?nxnce revs a the race wear 5%o vat: smanateo quarrme venues to a gim pequency are greater um.
"These predpb5mt 5equency estimates are based on a al dmalk serig? ARI is"Average Reewrerwe lnww.
Please refer to NOAH Alas 14 DDcwmnt for mme Information. NOTE Fmmat5ng prevetns estimates near mo to appear as zero.
* Lower bound of the 90% confidence in
Precipitation Frequency Estimates (inc
ARI" S 10 15 30 60 17A 3 6 12 24 48 4
(years)

min mia min min min min br hr 1 hr hr day
h. 11 11 I-I terval
hes)
7 10 20 30 45 60

F---IF
day day 11 day day 11 day 11 day
0 0.34 .55 0.69 0,94 1,17 I.36 1.47 1,87 2.37 2,88 3.48, 3.94 .6S 5.33 7.11 8.84 11.24 13.43
0 0,41
- 0.66 0.82 1.14. 1.43 1,66 1.78 2,25 2,85 3.50 4.2I 4.75 5.57 6.36 8.42 10,40 13.14 15.66
= F-49 To 78 0.98 1.40 1.79 2.11 .25 2.78 3.52 4.43 5.29 5.88 6,78 7.b4 9.94 11.97 14.86 17.57
10 0.55 0.87 1.10 1.60 2.08 2,46 .62 3,24 4.06 5,17 6.12 6.75 7.7I 8.60 11.10 13,15 16.13 19.01
0.62 0.99 1.25 1.86 .47. 2.95 3.16 3.89 .80 6.I6 7.23 7.93 8.94 9.85 12.62 14.62 17,73 0.80
50 0.68 1.08 1.36 2,06 ,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 4.08 5.01 .03 ,76 8.99 9.78 10.84 11.77 14.94 1b.75 20.00 3.37
200 0.79 1.25 1.57 2.45 3.43 4.21 .59 5.63 6.67 8.62 9.91 10.72 11,79 12.70 16.07 I7.77 1,08 24.57
500 ,85 135 1.70 .70 3,88 4,82 5.31 6.52 7.58 9.78 11.15 12,01 13.05 13.93 17.60 I9.05 2,42 26.06
1000 .91 1.43 1.79 2,90 4.23 5.32 5.91 .27 $.32 10.69 12.1( 13.03 14.03 14.90 18.74 20.01 23.41 27.15
. m au ,o,.,aarvuwc ,=;- ure valve wrnmn Sao m we simm eo quanme values for a given Dequen y are less thart
http://hdsc.nws.noaa. gov/cgi-bin/hdselbuil dout.perl?type=pf&units=us&series=pd&statena... 8/25/2009
Precipitation Frequency Data Server
"These predpda6em kequwq esfima6s we based on a p r?dgt?u?yyn m?rima lr,4. Aid is the Average Rewrlewe IntavaL
• pease refer to NOAH -M s 14 Doc-orient fm more'adoema8on. NOTE Pomlaftg prevents estimates new zero to appear as zero.
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.6631 H 82.0292 N 1428 ft
29
28 {
27
26
25 I:
24
23
22
21 -
20
r 19 {
a 18 ---"". • -
y 17
A 16 I -
L 15 I
0 14
+^, 12
11
le
0 9
L 8
a 7
6
5 --
4
t .
8
•
•
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 •-r3- 30-day -3t-
10-min -+- 3-hr -w- 4-day -aa
15-min 6-F,r -? 7-day t 60-day ->k-
30-min a 12-hr + 10-day -1
60-min ->< 24-hr 20-da -H-
29
28
27
26
2
5
24
23
L
22
21
20
1
9
18
a
r 17
a 16
15
L
0 14
f 13
12
n
f' 11
a to
9
0
8
'
7
c
.
a 6
5
4
3
2
i
0
L G C G C L E L L L L L L L L L ? 7? T 3 D' D-
T 71
t L t z mr Z C .L L .L W m m m m m m m m m
E E E E E E m I 1 I t 1 I 1 1 1 '6 .0 .0 b '13 71 b a a 'a
1 1 1 1 1 I N CI Y .D m N W v ?O N 1 1 i 1 1 1 I 1 1 1
In m .1 l9 to m .,. .? N or P M P V A m v m N
m m
M i0 m Duration a -M v w
Tue Run 25 16159325 2009
Maps -
Average Recurrence Interval
( ears)

2 -o-- 100 -
5 + P00 -+
10 -?- 500 +
25 -x- 1000 -e-
Page 2 of 3
http://hdse.nws.noaa.gov/cgi-binlhdscibuildout.perl?type=pf&units=us&series=pd&statena... 8/25/2009
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.6631 H 82.0292 14 1420 ft
?J
Precipitation Frequency Data Server
Page 3 of 3
These maps were produced usnp a direct neap tequest from ft
U.S. C, mm (swear Maooina and Q?to?rm comes es
riac_ldapagfr.
Please read j@jnrr irmorebiformadon,
LEGEND
- State - Connector
- County Stream
M Indian Resv = Military Area
LakelPondlOcean National Park
- Street Other Park
-- Expressway 0 City
Highway 0 C$unty6 6 rai
Sca I e 1:22,0583 ?2- 6 Is ' 10
*avera?e-true scale deperras on monitor resolution
u
Other Maps/Photographs -
View USG5,digitat orthophoto guadrrank add) covering this location from TetraServer, 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 USGJ for more information.
Watershed/Stream Flow Information -
Find the Wafqrrsbed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on datafrom a variety ofsources, but largely NCDC. The following links provide general information
about observing sites in the area, regardless of f their data was used in this study. For detailed bformation about the stations used in this stud};
please refer to NDAA Atlas 14 Dooment.
Using the NationalCll.>-at e-PP-fa a ter's CXCDQ station search engine, locate other climate stations within:
OR... , of this location (35.6631/-82.0292). Digital ASCII data can be obtained directly from XCDC.
•
Hydrometeorologiral Design Stodks Center
DOC/NOAA/Nationd Weather Service
1325 Fast-west fflo way
Silver Spriog, MD 20910
[phone]
Qaesrions7: jpjSC_Qpee,tsgn pyagg?v
1?1womSr
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?l yW=pf&units=us&series=pd&statena... 8/25/2009
Precipitation Frequency Data Server
POINT PRECIPITATIONZm
FREQUENC
Y ESTIMATES
FROM NOAA ATLAS 14 MARION, NORTH CAROLINA, (31-5340) 35.6631 N 82.0292 W 1420 feet
from "Precipitation-Frequency Alas of the United Staft NOAA Atlas 14, Volume 2, Vesicm 3
G.M. Bmmin, D. Martin, B. Lin, T, P"Wk, M,YdLtk and A. Riley
NO" Natimal Weather Service, Silver Spring, Maryland, 2004
r•Yr, ,IM- M. A- -A -ono
•
•

Ctlcntitiil'
gloom 11
Precipitation Intensity Estimates Cm/hr)
ARI*

(years

S mra 14

is Il

min 31

min bs

min

min

3 hr

6 Tyr
F12
?r
1
F- 24
1
4
:
4
7
day
ID
6
2
dal
36
day
4?
day
4Q
d

I
-
4,52
.61
3.01
2.06
1.29
0.75 0.5
4
0.34
21
.13
0.08
0.04
0.03
0.02
0,02
.01
0.01
Ol
2
F 5 39 }1 3,61 .49 1.56 0.91 0.65 .41 026 . -- 0.09 0.05 0.04 0.03 0.02 0.02 0.01 0.01
O 6.42 5.14 .34 3.08 1.98 1.16 0.82 SI 0.32 ® 0.12 0.07 0.04 0.03 0.02 0,02 0.01 0,01
10
- 7,22
- 5.78 4.87 3.53 .30 1.3b 0.97 .59 .37 0.23 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01

5
LJ R28
6.54
1
57
F5
3
.75
1.64
1.18
?
0.44
.2$
0.16

9
66.6

®

0.04

0.03

0.02

0.02

.02
5D 9,07 7.22 6.10 4.59 .11 1.88 1.35 83 0.50 .32 0.18 0.10 .O6 .Q5 0.03 0.02 0.02 0,02
100
- 9.89 7.85 6.62 5.07 .49 213 1.55 0.95 0.56 0.36 1 1 021 0.11 ® .OS 0.03 02 0.02 0.02
I 200
F 10.70 8,48 7.14 56 .90 2.40 1.76 1.08 0.62 40 023 0.12 os ® 0.04 .03 0.02 0.02
500 11,78 9.32 7.82 6.22 4.46 2,79 2.07 1.27 ? .45 0.26 0.14 .08 ® 0.04 .03 0.02 0,02
1000 12.66 9.97 8.34 6.75 4 - 93 3.12 2.33 1,44 0.80 .50 0.28 0.15 ® .07 0.04 .03 0.02 0.02
'These prec9tWon frequency estimates are based on a pKWAxAan m6 ARI is tfre Average Rwumm InWval. -
Mase refer b d 1A Doan ent for more k6rma4on. NOTE Fortnet5ng kaces esdmates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** 5 10 15 30 60 120 3 6 171-2 24 48 4 7 10 20 F
11 45 6D -IF (years) min min min min min min
1[ hr Fhr hr
11 11 I hr hr day day day day y
day day
I? 4.98 3.97 3.31 .27 1.42 0.82 0.60 0.37 0.23 0.14 0.08 OS 0,03 0.03 .02 .01 0.01 0.01
0 5.93 .74 .98 2,74 1.72 1.01 0.72 0.45 0.28 0.17 0.I0 ® 0.04 0.03 0.02 0.02 0.01 0.01
?
I s
1 7.0
7
5.66
.77
3.39 2.17
1.28
0.91
0.56 035 0.22
0.13 0.07
0.05 0.04
.02
.02
0.02 O.OI
10 .93 6.35 5,35 3.88 2,52 1.50 1.07 0.65 0.40 0.25 0.15 .08 0.05 0.04 0.03 ® 0.02 0.01
25 9.11 7.25 .13 4.54 3.02 I.8! 1.30 .79 0.48 0.30 0.18 0.10 0.06 0.05 0.03 ® 0.02 0.--
50
- 10.00 7.96 .72 ®3.43
- 2.07 1.50 0.91 0.54 0.34 0.20 I1 0.07 0.05 .03 0.02 0.02 0.02
o
I 10.91 8,66 ,30
1
,59 3,85
1
-
-
2.35
1.72
-1
1.04 .61 0,39
0.22 0.12
0.08 0.06
®
.03
0.02 0.02
200 11.87 9.40 .9I 6.16 4,32
1
I ,66 1.96 1.19 0.69 0.43 0.25 .13 0.08 0.06 ® 0.03 0.02 0.02
SOD 13.14 10.39 8.72 ®4.98 3.11 2.33 1.42 0.80 0.49 0.28 .15 0.09 0.07 0.04 .03 0.02 0.02
1000 14.22 1120 .37 7.59 5,54 3.50 ® 1.61 0.89 0,54 0.3 i O.lb 0.10 0.07 OS 0,03 0.02 0.02
*The um- bound of ft mkier " hrterve l at W%cm0dern k m is th e vakre w idth 5%of ere skndatad ram hb vd a e a na s.6... , • . -4-&-
I nese precg maon trequeecy esamans are based on a partlet doralon serim AR) is the Average Recurrence ImervaL
Rem refer to NGAA Atlas 14 Document for more Wormafim NOTE Formatting prevetrts esNnates near zero to appear as zero,
* bower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
AIt1** 5 30 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr 11 hr 11 hr day day day day day day day
O .12 3.29 F2-74T -88-11 .17 .68 0.49 0.31 0.20 0.12 0.07 ®.03 .02 0,01 61 71 0.01 0.01
0 .92 3.93 3.30 228 1.43 .83 .59 0.38 0.24 0.15 0.09 OS .03 .03 0.02 Ol 0.01 0.01
0 5.83 .67 .94 .80 1.79 1.05 0.75 0.46 0.29 11 -1 0.18 0.11 0.06 ®0.03 0.02 A2 0,01 0.01
10 .55 524 .42 3.20 2.08 123 .87 0.54 0.34 .22 0.13 0.07 .05 ® 0.02 ® 0.01 0.01
25 7.45 5.94 5.02 3,72 .47 1.48 1.05 0.65 ®0.26 0.15 0.08 0.05 0.04 0.03 ®0.02 0.01
50 8.12 6.46 5.46 I ! 78 1.68 1.20 0.74 0.45 .29 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
100 8.7$ 6.98 5.88 4.50 3.10 1.88 1.36 0.84 0.50 0.32 0.19 F
1,610 .06 0.05 0.03 0.02 0.02 O.02
200 9.43 7,4T -628 4 3 - .89 .43 2.10 1.53 0.94 0.55 0.36 021 0.11 0.07 0.05 0.03 0.02 0.02 0.02
500 10.24 8.10 6.80 5,41 3.88 2.41 1.77 1.09 0.63 .41 023 0.13 0.08 0.06 0.04 0.03 0.02 02
1000 10.87 8.56 7.16 5.80 4.23 2.56 1.97 1.21 0.69 0.45 025 0.14 0.08 0.06 0.04 0.03 0.02 0.02
Page 1 of 3

http://hdsc.nws.noaa. gov/egi-binlhdsclbuildout.perl7type=idf&units=us&series=pd&staten... 8/25/2009
Precipitation Frequency Data Server
These predpitstion frequenlyeWmates are based on a p gW durst on nladnq??ljyg. M is the Average Remnence interval
Pease retu fo NOM Alas 14 Doclanerd for more 4111'a M NOTE Formatting prevenis estimates new zero to appear as zero,
•
l?
u
Partial duration based Point IDF Curves - Version: 3
35.6631 N 82.0292 W 1420 ft
10
7
L 3
r 2
c
1
a 0.7
a 0.3
u 0.2
v
.1
07
c .05
03
.02
.01
0
m
L
0.
.801 I I I 1 I I I I I I 11 I i t i I I i
C C L C C G S L L L L L L L L L ? 71 71 a T y =. T a

E E Is E
E 1
E m L S
1 L L L ,? t x L q q 0 q q q q q q q

I 1 I [
1
I ar I
CO Y 1 [ 1 1 I
.D m
m 7
N 1 I '6 'U '6 a s 'a a v a s

xr m m m
m
m .
-I
a ?D m
m 1 1 1 I 1 I 1 1 r 1

?
`fl
°'
D
t, e m a» n m ? m m » m

Tue Aug 25 16:57:50 2009 ura
on N m < o
Average Recurrence Interval
<uears>
,-year r:i;-.?arsr.
2-year -+- 100-year -
5-year t P2e-ysar -.-
10-year -0- 500-year ?--
25-uear, -x- 1000-near -0-
Maps -
These maps were produced Mingo domed map requesifrom the
S?<?CSD.SRS BPI??.u AIgpP1??Hd C,?ogt?b{G.SQ5.R4Let;
TJHSL?P??C
Please read dmscfagrRmf? more mjf?Ymofim
http://hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=idf&un its=us&series=pd&staten.
Page 2of3
8/25/2009
0
•
Precipitation. Frequency Data Server
LEGEND '
- State - Connector
- County l Stream
M Indian Resv Military Area
Lake/Pond/Ocean National Park
- Street ffn Other Park
- Expressway 0 City
Highway .0 .= C qunty.6 .8 mi
Scale 1:228583 22 1
xaveratse-true scale de0perxis on toon6td BreSO?OtJt2d1
Page 3 of 3
Other Maps/Photographs -
View USGS digital orb 19to uadrangie 00) 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 abort the stations used in this study,
please refer to bVM 411as 14 DQcaument.
Using the JVatio al?lim(t?ic patCgnter'ts ( i?C) station search engine, locate other climate stations within:
...OR... of this location (35.6631/-82.0242). Digital ASCII data can be obtained directly from NCDC.
•
Hydrometwrologienl Design Steadies Ceater
DOC/NOAA/Natlanl Weather service
1325 East-west Highway
silrer Spriag. MD 209!0
[phone]
Quesdons7: EA Qutttioos(?.rr4ae,gpY
1E'14JAM-er
http://hdsc.nws.noaa.gov/cgi-binlhdsclbuildout-perl?type=idf&units=us&series=pd&staten... 8/25/2009
Hydrologic Soil Group-McDowell County, North Carolina
0-39'17"
J
35° 38'27"
•
N m
m
U. Spa Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
9/16/2009
Page 1 of 4
35° 39 18"
35°38' 27"
Map Scale: 1:7,400 W printed on A size (8.6'x 111") sheet
N Meters
m A 0 50 100 2o0 Soo m
Feet
0 250 500 1,000 1,500
•
Hydrologic Soil Group-McDowell County, North Carolina
•
MAP LEGEND
Area of Interest (A01) Map Scale: 1:7,400 if printed on A size (8.5' x 11 ") sheet.
Area or Interest (AOl) The soil surveys that comprise your A01 were mapped at 1:24,000.
Soils

0

Soil Ma
U
it
Please rely on the bar scale on each map sheet for accurate map
p
n
s measurements.
Soil Ratings Source of Map: Natural Resources Conservation Service
A Web Soil Survey URL: hftp:/Avebsoilsurvey.nres.usda.gov
AID Coordinate System: UTM Zone 17N NAD83
B This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Q BID

(]
C Soil Survey Area: McDowell County, North Carolina
Survey Area Data: Version 11, Jul 21, 2009
® CID Date(s) aerial images were photographed: 7/12006
0 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 F eatures of map unit boundaries may be evident.
0 Cities
Water Features
oceans
Streams and Canals
Transportation
++r- Rails
N Interstate Highways
?,. US Routes
Major Roads
N Loral Roads
MAP INFORMATION
USDA Natural Resources
Q" Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/162009
Page 2 of 4
0
Hydrologic Soil Group-McDowell County, North Carolina
r--1I
J

.USDA
i
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,
eroded B 0.9 0.4%
CaF Chestnut-Ashe complex, 25 to 80 percent
slopes, stony B 2.1 0.9%
CoA Colvard loam, 0 to 2 percent slopes,
occasionally flooded A 34.0 14.1%
EwE Evard-Cowee complex, 25 to 60 percent
slopes B 44.3 18.3%
HcC2 Hayesville day loam, 6 to 15 percent
slopes, eroded B 61.3 25.4%
HeD Hayesville-Evard complex, 15 to 25 percent
slopes B 88.1 36.5%
HuC Hayesville-Urban land complex, 6 to 15
percent slopes B 9.2 3.8%
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
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
•
U3UA Natural Resources Web Soil Survey 9!16!2009
Conservation Service National Cooperative Soil Survey Page 4 of 4
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Appendix I
•
Buoyancy Calculations
C7
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