HomeMy WebLinkAboutWPO202100033 Calculations 2022-10-10Albemarle County
Virginia
Engineering Manual
For
Troxell Poultry Hosue
April 21, 2021
Revised July 06, 2021
Revised August 12, 2021
Revised September 3, 2021
Resubmitted May 19, 2022
Amended September 16, 2022
Amended September 23, 2022
;;ASNLTH pp
U
NATIic. "Opp
Lic. No. 4 0 74
9/23/22
o�`�aNAL �d
APPROVED
by the Albemarle County
Commu/ 10 pDepartment
Date l d
File WP0202100033
-amendment 1
Blackwell Engineering, PLC
566 East Market St. - Harrisonburg, Virginia 22801 - (540) 432-9555 - www.BlackwellEngineering.com
Table of Contents
Description Page
ESC Narrative 1
Soils Map
Energy Balance Calcs
TC Calcs
Flow Calcs
Ditch Cross sections
LD-229 & 347
Hydroflow calcs
1 Year Storm Event
2 Year Storm Event
10 Year Storm Event
25 Year Storm Event
100 Year Storm Event
(For Sediment Basin)
Farm Equipment Crossing Culvert Cross Section
Outlet Protection Sizing
VA
20
22
28
34
41
43
68
fkY
116
11*3
161
G1*4
VRRM 165
BE 2888 - Troxell Poultry House — ESC Plan
Erosion and Sediment Control Narrative
Project Description
The purpose of this project is the construction of two 63'x704' poultry houses and a litter
storage shed on an existing 399.71 acre farm. The site is located off of Dyers Mill Ln,
approximately 3 miles Northwest of Scottsville. A total of 8.51 acres will be disturbed during
construction.
Existing Site Conditions
The location of the proposed buildings is an existing cropfield. There is a farm road and barn
nearby. The site slopes to the west with the steepest grades at about 12 percent and around 200
feet long.
Adjacent Property
The site is bounded by woods and farm land on all sides.
Offsite Area
No site material will need to be exported from the site. If any material needs to be imported
to the site, it shall come from a permitted borrow site. In the case that any offsite areas are to
be used, the County will be notified and all permit requirements will be met.
Soils
The soil erodability K factor is .32-.37. See attached soil map for more information.
Critical Erosion Areas
There are 3:1 slopes on site that should be treated as critical erosion areas.
Erosion and Sediment Control Measures
Unless otherwise indicated, all vegetative and structural erosion and sediment control practices
shall be constructed and maintained according to the minimum standards and specifications of
the Virginia Erosion and Sediment Control Regulations, latest edition. The minimum
Blackwell Engineering, PLC
566 East Market St
Harrisonburg VA 22801
1
BE 2888 - Troxell Poultry House — ESC Plan
standards of the handbook shall be adhered to unless otherwise waived or approved by a
variance.
Structural Practices
1. Silt Fence — 3.05
A temporary sediment barrier constructed of posts, filter fabric and, in some cases, a wire
support fence, placed across or at the toe of a slope or in a minor drainage way to intercept
and detain sediment and decrease flow velocities from drainage areas of limited size;
applicable where sheet and rill erosion or small concentrated flows may be a problem.
Contractor to install silt fence where deemed necessary to avoid sediment runoff.
2. Storm Drain Inlet Protection— 3.07
A sediment filter shall be installed at all curb and drop inlets to storm drains that have
become functional to prevent sediment from entering and accumulating in and being
transferred by the culvert and associated drainage system prior to permanent stabilization of
a disturbed project area.
3. Culvert Inlet Protection — 3.08
A sediment filter shall be constructed on the upstream end of storm drain pipes to reduce
sediment laden runoff from entering the pipe.
4. Temporary Diversion Dike — 3.09
A channel and berm shall be installed where shown on the plans to channel runoff to
temporary sediment trap or basin.
5. Temporary Sediment Basin — 3.14
A temporary barrier or dam with a controlled storm water release structure formed by
constructing an embankment of compacted soil across a drainageway shall be constructed as
shown on the plans.
6. Outlet Protection — 3.18
Riprap shall be placed at the outlets of all pipes and storm water structures.
7. Rock Check Dams — 3.20
Small temporary stone dams constructed across a swale or drainage ditch shall be
constructed as shown on the plans.
8. Surface Roughening 3.29
Providing a rough soil surface with horizontal depressions created by operating a tillage
or other suitable implement on the contour, or by leaving slopes in a roughened condition
by not frie-grading them.
Blackwell Engineering, PLC
E3 566 East Market St
Harrisonburg VA 22801
2
BE 2888 - Troxell Poultry House — ESC Plan
9. Topsoiling — 3.30
Topsoil shall be applied to rough graded areas and fine graded to achieve finished grade
before permanent seeding is applied.
10. Temporary Seeding— 3.31
Temporary seeding shall be applied to disturbed areas that will not be brought to final grade
for a period of more than 14 days.
11. Permanent Seeding— 3.32
Permanent seeding shall be applied to denuded areas within seven days after final grade is
reached on any portion of the site.
12. Mulching 3.35
Mulch shall be applied to denuded surfaces at finished grade not otherwise stabilized with
vegetative ground cover.
13. Soil Stabilization Blankets and Matting— 3.36
Soil stabilization matting shall be installed on a prepared planting area where shown on the
plan.
14. Dust Control— 3.39
Dust control measures shall be applied to disturbed areas of the site to reduce the presence of
airborne dust.
Other practices shall be provided if determined by the Engineer or County E&SC Administrator.
Vegetative Practices
1. Ton soiling (stockpile)
Topsoil shall be reused and uniformly distributed to a minimum compacted depth of 2 inches
on 3:1 or steeper slopes and 4 inches on flatter slopes prior to seeding. Any irregularities in
the surface, resulting from topsoiling, shall be corrected in order to prevent the formation of
depressions.
2. Erosion Control Blankets or Mulch and Seeding
Erosion control blankets (VDOT Standard EC-2), if needed, shall be installed over fill slopes
greater than 2.5:1 which have been brought to final grade and have been seeded to protect the
slopes from rill and gully erosion and to allow seed to germinate properly. Mulch (straw or
fiber) shall be used on relatively flat areas and shall be applied as a second step in the seeding
operation.
Blackwell Engineering, PLC
E3 566 East Market St
Harrisonburg VA 22801
3
BE 2888 - Troxell Poultry House — ESC Plan
3. Temporary and Permanent Seeding
Temporary and permanent seeding shall be installed (appropriate to the time of year)
according to Seeding and Mulching Table detail on the plan.
4. Surface Roughening
Where possible, provide a rough soil surface with horizontal depressions created by
operating a tillage or other suitable implement on the contour, or by leaving slopes in a
roughened condition by not fine -grading them.
Management Strategies
1. Perimeter sediment trapping measures to be installed prior to any excavation on site.
2. Construction shall be conducted so that existing cover will not be disturbed anymore than
necessary.
3. Construction shall be sequenced so that grading operations can begin and end as quickly as
possible.
4. Permanent seeding and other stabilization shall follow immediately after grading.
5. Areas that will be disturbed shall be clearly marked by flags, signs, etc.
6. The job superintendent shall be responsible for the installation and maintenance of all erosion
and sediment control practices.
7. After achieving adequate stabilization to the satisfaction of the E&SC Administrator, the
temporary E&S controls shall be removed.
Permanent Stabilization
All areas disturbed by construction and not otherwise stabilized, shall be stabilized with permanent
seeding within 7 days following finish grading. Seeding shall be done according to standard &
specification 3.32, PERMANENT SEEDING, of the handbook. Seeding shall be applied
depending on time of the year according to E&SC handbook specifications. In all seeding
operations, seed, fertilizer, and lime shall be applied prior to mulching. Erosion control blankets
shall be installed over fill slopes which have been brought to final grade and have been seeded to
protect the slopes from rill and gully erosion and to allow seed to germinate properly. Mulch (straw
or fiber) shall be used on relatively flat areas.
Blackwell Engineering, PLC
566 East Market St
Harrisonburg VA 22801
4
BE 2888 - Troxell Poultry House — ESC Plan
Stormwater Management/Water Quality
Post development water from the site collects in a dry pond on site. From the pond, the water
discharges through a manmade to a tributary of Totier Creek. Totier Creek drains into Middle
James- Buffalo (HUC 20802031103.00) where no known pollutants are at significant levels.
Water quality is satisfied by open space as shown on the VRRM spreadsheet.
The site is broken into 2 drainage area (EB 41 & #2) and meets channel protection via the energy
balance equation in 9VAC25-870-66.B3 at both.
For EB analysis Point #1, the water from the dry pond is outlet into a man-made ditch that begins
at the toe of the pond berm. The ditch can contain the water per section 9VAC25-870-66.B. La.
Part way down the ditch (labeled on Sheet 3 of the plans, the site meets energy balance (9VAC25-
870-66.B3). The ditch will outlet directly to Totier Creek. At analysis Point B, where the ditch
discharges to Totier Creek, and at Point C, right before the 1 % point, the peak flow is being reduced
for both the 2 & 10 year stone events, satisfying 9VAC25-870-66.C.3.a.
At the EB analysis Point 42, 2.23 acres of crop land is reduced to 0.47 acres of managed turf,
lowering the volume and the peak flow. The water leaves this section of the site as sheet flow as it
rolls down the northern side of the poultry house pad. Stormwater was analyzed at Point A (where
the water meets the stream). At this point there was no flooding and velocities were slow enough
that no erosion will occur. As such this section satisfies the law via 9VAC25-870-66.D. This point
of analysis is also the 1% point per 9VAC25-870-66.C.3.a.
Maintenance
in general, all erosion and sediment control measures shall be checked daily and after each
significant rainfall. The following items shall be checked in particular:
1. Silt fences shall be inspected immediately after each rainfall and at least daily during
prolonged rainfall. Any required repairs shall be made immediately. Close attention shall
be paid to the repair of damaged silt fence resulting from end runs and undercutting.
Should the fabric on a silt fence decompose or become ineffective prior to the end of the
expected usable life and the barrier still be necessary, the fabric shall be replaced
promptly. Sediment deposits should be removed after each storm event. They must be
removed when deposits reach approximately one-half the height of the barrier. Any
sediment deposits remaining in place after the silt fence is no longer required shall be
dressed to conform with the existing grade, prepared and seeded.
Blackwell Engineering, PLC
566 East Market St
Harrisonburg VA 22801
5
BE 2888 - Troxell Poultry House — ESC Plan
2. The Storm Drain Inlet Protection structures shall be inspected after each rain and repairs
made as needed. Sediment shall be removed and the trap restored to its original dimensions
when the sediment has accumulated to one half the design depth of the trap. Removed
sediment shall be deposited in a suitable area and in such a manner that it will not erode.
Structures shall be removed and the area stabilized when the remaining drainage area has
been properly stabilized.
3. The culvert inlet protection shall be checked to make sure inlet protection is in place, clean
and structurally sound. Allowance for water storage needs shall be checked for
sedimentation after each storm and to be cleaned out as needed.
4. The diversion dike shall be inspected and repaired after every rain storm event, flow
channel, outlet or sediment trapping facility, as necessary. Once every two weeks,
whether a storm event has occurred or not, the measure shall be inspected and repairs
made if needed. Damages caused by construction traffic or other activity must be
repaired before the end of each working day.
5. The sediment basin embankment shall be checked to ensure that it is structurally sound
and has not been damaged by erosion or construction equipment. The emergency
spillway should be checked regularly to ensure that its lining is well established and
erosion -resistant. The basin should be checked after each runoff -producing rainfall for
sediment cleanout. When the sediment reaches the clean -out level, it shall be removed
and properly disposed of.
6. Outlet protection once placed shall be checked for sediment deposit and excessive sediment
removed.
Check dams must be checked for sediment accumulation after each runoff -producing storm
event. Sediment should be removed when it reaches one half of the original height of the
measure. Regular inspections should be made to ensure that the center of the dam is lower
than the edges. Erosion caused by high flows around the edges of the dam should be
corrected immediately.
8. The seeded area shall be checked regularly to ensure that a good stand is maintained. Areas
shall be fertilized and reseeded as needed.
Blackwell Engineering, PLC
566 East Market St
Harrisonburg VA 22801
6
37- W 21' N
3r 4939'N
3 Soil Map —Albemarle County, Virginia 3
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MAPLEGEND
Area of Interest (AOI)
O
Area of Interest(AOI)
Soils
Q
Soil Map Unit Polygons
w/
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
V
Blowout
®
Borrow Pit
Clay Spot
0
Closed Depression
Gravel Pit
Gravelly Spot
O
Landfill
A.
Lava Flow
4I4
Marsh or swamp
�.
Mine or Quarry
O
Miscellaneous Water
O
Perennial Water
V
Rock Outcrop
+
Saline Spot
Sandy Spot
40
Severely Eroded Spot
®
Sinkhole
Slide or Slip
Ar
$odic Spot
Soil Map —Albemarle County, Virginia
lig
Spoil Area
Q
Stony Spot
w
Very Stony Spot
U
Wet Spot
Other
•�
Special Line Features
Water Features
Streams and Canals
Transportation
Ny
Rails
0%0
Interstate Highways
N
US Routes
Major Roads
Local Roads
Background
. Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Albemarle County, Virginia
Survey Area Data: Version 14, Jun 3, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 14, 2019--Oct
15, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
®SDA Natural Resources Web Soil Survey 4/1/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4
Soil Map -Albemarle County.. Virginia
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
18B
Lackslow loam, 2 to 7 percent
4.4
1.5%
slopes
24B
Banister silt loam, 2 to 7
7.4
2.4%
percent slopes
32C
Orenda silt loam, 7 to 15
4.9
1.6%
percent slopes
43D
Minesville channery silt loam,
4.4
1.4%
15 to 25 percent slopes
46B
Grassland silt loam, 2 to 7
15.6
5.1 %
percent slopes
51B
Bugley channery silt loam, 2 to
6.4
2.1 %
7 percent slopes
51C
Bugley channery silt loam, 7 to
22.4
7.4%
15 percent slopes
51D
Bugley channery silt loam, 15
11.7
3.8%
to 25 percent slopes
51E
Bugley channery silt loam, 25
0.0
0.0%
to 45 percent slopes
62B
Buffstat silt loam, 2 to 7
1.0
0.3%
percent slopes
62C
BuBstat silt loam, 7 to 15
7.9
2.6%
percent slopes
68B
Penn silt loam, 2 to 7 percent
6.5
2.1 %
slopes
68C
Penn silt loam, 7 to 15 percent
36.6
12.1 %
slopes
72B3
Rabun Gay, 2 to 7 percent
16.4
5.4%
slopes, severely eroded
74B
Rapidan silt loam, 2 to 7
26.7
8.8%
percent slopes
74C
Rapidan sill loam, 7 to 15
22.6
7.5%
percent slopes
74D
Rapidan silt loam, 15 to 25
3.9
1.3%
percent slopes
75C3
Rapidan silly clay loam, 7 to 15
20.7
6.8%
percent slopes, severely
eroded
75D3
Rapidan silty clay loam, 15 to
28.8
9.5%
25 percent slopes, severely
eroded
77
Dan River-Codorus complex, 0
24.4
8.0%
to 2 percent slopes,
occasionally flooded
waNatural Resources Web Soil Survey 4112021
Conservation Service National Cooperative Soil Survey Page 3 of 4
Soil Map —Albemarle County, Virginia
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
78
Rowland silt loam, 0 to 2
2.2
0.7%
percent slopes,
occassionaly flooded
79B
Meadowville silt loam, 2 to 7
2.6
0.9%
percent slopes
80B
Littlejoe silt loam, 2 to 7
5.3
1.7%
percent slopes
80C
Littlejoe silt loam, 7 to 15
4.1
1.4%
percent slopes
84B
Totier silt loam, 2 to 7 percent
8.3
2.7%
slopes
84C
Totier silt loam, 7 to 15 percent
8.3
2.7%
slopes
Totals for Area of Interest
303.3
100.0%
waNatural Resources Web Soil Survey 4/12021
Conservation Service National Cooperative Soil Survey Page 4 of 4
37° W 21' N
3r 4939'N
3 K Factor, Whole Soil —Albemarle County, Virginia 3
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aiiiiiiiiiii Conservation Service National Cooperative Soil Survey Pagel of 4
Area of Interest (AOI)
O
Area of Interest(AOI)
Solis
Soil Rating Polygons
.
.02
.
.05
®
.10
0
.15
o
.17
Q
20
O
.24
0
.28
0
.32
0
.37
0
.43
.
.49
.
.55
-
.64
0
Not rated or not available
Soil Rating Lines
y
.02
n/
.05
K Factor, Whole Soil —Albemarle County, Virginia
MAPLEGEND
. 0 .24
• 0 .28
r r .32
'y .37
�y .43
N .49
N .55
.64
. .
Not rated or not available
Soil Rating
Points
02
05
p
10
15
17
p
20
p
24
0
28
32
37
0
.43
p
49
55
64
Not rated or not available
Water Features
Streams and Canals
Transportation
*44 Rails
yq/ Interstate Highways
N US Routes
Major Roads
Local Roads
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Background Please rely on the bar scale on each map sheet for map
. Aerial Photography measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data
as of the version date(s) listed below.
Soil Survey Area: Albemarle County, Virginia
Survey Area Data: Version 14, Jun 3, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 14, 2019--Oct
15, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
62DA Natural Resources Web Soil Survey 4/1/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4
K Factor, Whole Soil -Albemarle County, Virginia
K Factor, Whole Soil
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
18B
Lackstom loam, 2 to 7
.37
4.4
1.5%
percent slopes
24B
Banister silt loam, 2 to 7
.49
7.4
2.4%
percent slopes
32C
Orenda silt loam, 7 to 15
37
4.9
1.6%
percent slopes
43D
Klinesville channery silt
28
4.4
1.4%
loam, 15 to 25 percent
slopes
46B
Grassland silt loam, 2 to
.49
15.6
5.1 %
7 percent slopes
51B
Bugley channery silt
.20
6.4
2.1%
loam, 2 to 7 percent
slopes
51C
Bugley channery silt
20
22.4
7.4%
loam, 7 to 15 percent
slopes
51D
Bugley channery silt
20
11.7
3.8%
loam, 15 to 25 percent
slopes
51E
Bugley channery silt
.20
0.0
0.0%
loam, 25 to 45 percent
slopes
62B
Buffstat silt loam, 2 to 7
.37
1.0
0.3%
percent slopes
62C
Buffstat silt loam, 7 to 15
37
7.9
2.6%
percent slopes
68B
Penn silt loam, 2 to 7
.37
6.5
2.1 %
percent slopes
68C
Penn silt loam, 7 to 15
.37
36.6
12.1 %
percent slopes
72B3
Rabun clay, 2 to 7
.20
16.4
5.4%
percent slopes,
severely eroded
74B
Rapidan silt loam, 2 to 7
.37
26.7
8.8%
percent slopes
74C
Rapidan silt loam, 7 to
.37
22.6
7.5%
15 percent slopes
74D
Rapidan silt loam, 15 to
37
3.9
1.3%
25 percent slopes
75C3
Rapidan silty clay loam,
.37
20.7
6.8%
7 to 15 percent
slopes, severely
eroded
Natural Resources Web Soil Survey 411 2021
Conservation Service National Cooperative Soil Survey Page 3 of 4
13
K Factor, Whole Soil —Albemarle County, Virginia
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
75133
Rapidan silty clay loam,
.37
28.8
9.5%
15 to 25 percent
slopes, severely
eroded
77
Dan River-Codorus
.32
24.4
8.0%
complex, 0 to 2
percent slopes,
occasionally flooded
78
Rowland silt loam, 0 to 2
.37
2.2
0.7%
percent slopes,
occassionally flooded
79B
Meadowville silt loam, 2
.37
2.6
0.9%
to 7 percent slopes
80B
Littlejoe silt loam, 2 to 7
.37
5.3
1.7%
percent slopes
80C
Littlejoe sift loam, 7 to
.37
4.1
1.4%
15 percent slopes
84B
Toter silt loam, 2 to 7
.32
8.3
2.7%
percent slopes
84C
Toter silt loam, 7 to 15
.32
8.3
2.7%
percent slopes
Totals for Area of Interest
303.3
100.0%
Description
Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by
water. Factor K is one of six factors used in the Universal Soil Loss Equation
(USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the
average annual rate of soil loss by sheet and rill erosion in tons per acre per
year. The estimates are based primarily on percentage of silt, sand, and organic
matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of
K range from 0.02 to 0.69. Other factors being equal, the higher the value, the
more susceptible the soil is to sheet and rill erosion by water.
"Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The
estimates are modified by the presence of rock fragments.
Factor K does not apply to organic horizons and is not reported for those layers.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable)
Natural Resources Web Soil Survey 4112021
Conservation Service National Cooperative Soil Survey Page 4 of 4
14
37° W 21' N
3r 4939'N
3 Hydrologic Soil Group —Albemarle County, Virginia 3
fl R
a �
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N metes
a 109 31n 400 600
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NSDA Natural Resources Web Soil Survey 4/1/2021
aiiiiiiiiiii Conservation Service National Cooperative Soil Survey Page 1 of 5
MAPLEGEND
Area of Interest (AOI)
Area of Interest (AD[)
Soils
Soil Rating Polygons
0 A
Q AID
Q B
Q B/D
o C
0 CID
0 D
O Not rated or not available
Soil Rating Lines
~ A
~ AID
N
B
�y
B/D
N
C
N
C/D
N
D
0
Not rated or not available
Soil Rating Points
A
e
AID
❑
B
❑
B/D
Hydrologic Soil Group —Albemarle County, Virginia
❑
C
p
CID
D
0
Not rated or not available
Water Features
Streams and Canals
Transportation
H Rails
N Interstate Highways
,.� US Routes
Major Roads
Local Roads
Background
. Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Albemarle County, Virginia
Survey Area Data: Version 14, Jun 3, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 14, 2019--Oct
15, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
IIiSDA Natural Resources Web Soil Survey 4/1/2021
Conservation Service National Cooperative Soil Survey Page 2 of 5
Hydrologic Soil Group -Albemarle County, Virginia
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
18B
Lackstom loam, 2 to 7
D
4.4
1.5%
percent slopes
24B
Banister silt loam, 2 to 7
C
7.4
2.4%
percent slopes
32C
Orenda silt loam, 7 to 15
C
4.9
1.6%
percent slopes
43D
Minesville channery silt
D
4.4
1.4%
loam, 15 to 25 percent
slopes
46B
Grassland silt loam, 2 to
D
15.6
5.1 %
7 percent slopes
51B
Bugley channery silt
D
6.4
2.1%
loam, 2 to 7 percent
slopes
51C
Bugley channery silt
D
22.4
7.4%
loam, 7 to 15 percent
slopes
51D
Bugley channery silt
D
11.7
3.8%
loam, 15 to 25 percent
slopes
51E
Bugley channery silt
D
0.0
0.0%
loam, 25 to 45 percent
slopes
62B
Buffstat silt loam, 2 to 7
B
1.0
0.3%
percent slopes
62C
Buffstat silt loam, 7 to 15
B
7.9
2.6%
percent slopes
68B
Penn silt loam, 2 to 7
B
6.5
2.1 %
percent slopes
68C
Penn silt loam, 7 to 15
B
36.6
12.1 %
percent slopes
72B3
Rabun clay, 2 to 7
B
16.4
5.4%
percent slopes,
severely eroded
74B
Rapidan silt loam, 2 to 7
B
26.7
8.8%
percent slopes
74C
Rapidan silt loam, 7 to
B
22.6
7.5%
15 percent slopes
74D
Rapidan silt loam, 15 to
B
3.9
1.3%
25 percent slopes
75C3
Rapidan silty clay loam,
B
20.7
6.8%
7 to 15 percent
slopes, severely
eroded
Natural Resources Web Soil Survey 411 2021
Conservation Service National Cooperative Soil Survey Page 3 of 5
IVA
Hydrologic Soil Group —Albemarle County, Virginia
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
75133
Rapidan silty clay loam,
B
28.8
9.5%
15 to 25 percent
slopes, severely
eroded
77
Dan River-Codorus
B
24.4
8.0%
complex, 0 to 2
percent slopes,
occasionally flooded
78
Rowland silt loam, 0 to 2
C
2.2
0.7%
percent slopes,
occassionally flooded
79B
Meadowville silt loam, 2
B
2.6
0.9%
to 7 percent slopes
80B
Littlejoe silt loam, 2 to 7
B
5.3
1.7%
percent slopes
80C
LitBejoe sift loam, 7 to
B
4.1
1.4%
15 percent slopes
84B
Toter silt loam, 2 to 7
B
8.3
2.7%
percent slopes
84C
Toter silt loam, 7 to 15
B
8.3
2.7%
percent slopes
Totals for Area of Interest
303.3
100.0%
gQNatural Resources Web Soil Survey 4/12021
Conservation Service National Cooperative Soil Survey Page 4 of 5
IF.?
Hydrologic Soil Group —Albemarle County, Virginia
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 Specked
Tie -break Rule: Higher
Natural Resources Web Soil Survey 4112021
Conservation Service National Cooperative Soil Survey Page 5 of 5
19
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
Blackwell Engineering PLC
566 East Market Street
Harrisonburg, VA 22801
(540)432-9555
Storm Water Quantity Energy Equation Compliance
1 Year Storm Event
Project Name Troxell Poultry House
Project Number 2888
1 Year Storm Event Energy Equation Compliance
POND
Energy Balance 1
I.F. (Improvement Factor) equals 0.8 for sites > 1 acre or 0.9 for sites <_ 1 acre.
Is site larger than 1 acre? Yes --> 0.8
QPost= Allowable post -development peak discharge from site (includes offsite run-on)
QD= 22.46 CFS
QPre, sae Pre -development peak discharge from site
QPre, sae= 8.34 US
RVPre. site = Pre -development runoff volume from site
RVPre, site= 19190 cu ft
RVPost, sae = Post -development runoff volume from site
RVPost, sae= 33082 cu ft
QPost, off site Post -development peak discharge from off site
Qosst, off sae= 22.18 US
*QPost < I. F.`(QPre, Sae*(RVPre, SaeIRVPost, site)+QPre, off sae
22.46 <_ 26.05
'Equation from DEC's Plan Reviewer for Stormwater Management; Module 5; p.36 & 37
Qdeveloped < or = QPre-Developed
YES Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
20
File: 2888- TC 8 FLOW CALCS
Printed: W3/2022
Blackwell Engineering PLC
566 East Market Street
Harrisonburg, VA22801
(540)432-9555
Storm Water Quantity Energy Equation Compliance
1 Year Storm Event
Project Name Troxell Poultry House
Project Number 2888
1 Year Storm Event Energy Equation Compliance
Energy Balance 2
I.F. (Improvement Factor) equals 0.8 for sites > 1 acre or 0.9 for sites <_ 1 acre.
Is site larger than 1 acre? Yes 4 0.8
QDeveloped = The peak flow rate of runoff from the developed site.
QD= 0.08 CFS
RVDeveloped = The volume of runoff from the site in the developed condition.
RVD= 381 cu ft
QPre Developed = The peak flow rate of runoff from the site in the pre -developed condition.
Qp= 3.57 CFS
RVpre-Developed = The volume of runoff from the site in pre -developed condition.
RVp= 8,162 cu ft
QDeveloped :5 LF*(QPre-developed* RVPre-Developed)IRVDeveloped
0.08 <_ 61.10
Qdeveloped < or = QPre-Developed
YES
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
21
Printed: 9/23/2022
1.) Area =
TC Calculations - Rational Method
Existing Site
0.00 ac
3.) Time of Concentration
Project Name: Troxell Poultry House
Project # : 2888
IDF: Albemarle (Zone 2)
a. Overland: (200' max) L = 100 ft. Height = 4 ft.
VDOT Drainage Manual Appendix 6D-1: T, = 8.2 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
L = 238 ft. Height = 16 ft.
Average velocity = 4.2 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Tc = 0.9 min.
Tc = U60V Subtotal T, = 0.9 min.
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 0 ft. Height = 0 ft.(unpaved;
VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min.
Subtotal Tc = 0.0 min.
d. Total T,: T, = 9.1 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Slope
4.0%
6.7%
WJ
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
Runoff Calculations - Rational Method
Ex/Pro Offsite to EB 1
3.) Time of Concentration
a. Overland: (200' max) L = 100 ft. Height = 6 ft.
VDOT Drainage Manual Appendix 6D-1: T, = 7.6 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T� = 0.0 min.
L = 1000 ft. Height = 86 ft.
Average velocity = 4.7 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Tc = 3.5 min.
T� = U60V Subtotal TC = 3.5 min.
Slope
6.0%
8.6%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 280 ft. Height = 14 ft.(unpaved; 5.0%
VDOT Drainage Manual Appendix 6D-5: Tc = 2.0 min.
Subtotal T, = 2.0 min.
d. Total TC: TC = 13.1 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
23
Printed: 9/23/2022
1.) Area =
TC Calculations - Rational Method
Site to Pond
0.00 ac
3.) Time of Concentration
Project Name:
Project #
IDF:
Troxell Poultry House
2888
Albemarle (Zone 2)
a. Overland: (200' max) L = 100 ft. Height = 6 ft.
VDOT Drainage Manual Appendix 6D-1: T, = 7.6 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
L = 176 ft. Height = 19 ft.
Average velocity = 5.3 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Tc = 0.6 min.
Tc = U60V Subtotal T, = 0.6 min.
Slope
6.0%
10.8%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 281 ft. Height = 2.7 ft.(unpaved; 1.0%
VDOT Drainage Manual Appendix 6D-5: Tc = 3.8 min.
Subtotal Tc = 3.8 min.
d. Total T,: Tc = 11.9 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
24
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
Runoff Calculations - Rational Method
Additional Area to Point B
3.) Time of Concentration
a. Overland: (200' max) L = 100 ft. Height = 6 ft.
VDOT Drainage Manual Appendix 6D-1: T, = 7.6 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
L = 290 ft. Height = 26 ft.
Average velocity = 4.8 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Tc = 1.0 min.
T� = U60V Subtotal TC = 1.0 min.
Slope
6.0%
9.0%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 335 ft. Height = 12 ft.(unpaved; 3.6%
VDOT Drainage Manual Appendix 6D-5: Tc = 2.6 min.
Subtotal T, = 2.6 min.
d. Total TC: Tc = 11.2 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
M
Printed: 9/23/2022
Runoff Calculations - Rational Method
Offsite to Point C
3.) Time of Concentration
a. Overland: (200' max) L = 0 ft. Height = 0 ft.
VDOT Drainage Manual Appendix 6D-1: T, = 0.0 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
Tc = U60V Subtotal T, = 0.0 min.
Slope
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min.
L = 5000 ft. Height = 140 ft.(unpaved; 2.8%
VDOT Drainage Manual Appendix 6D-5: Tc = 21.9 min.
Subtotal Tc = 21.9 min.
d. Total Tc: Tc = 21.9 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
K.,
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
TC Calculations - Rational Method
Existing Site Area to Energy Balance Point 2
3.) Time of Concentration
a. Overland: (200' max) L = 100 ft. Height = 6 ft.
VDOT Drainage Manual Appendix 6D-1: T, = 7.6 min.
b. Shallow: (1000' max) L = 0 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
L = 286.5 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: Tc _
T� = U60V Subtotal TC _
0 ft.
0.0 fps (paved)
0.0 min.
16 ft.
3.8 fps(unpaved)
1.3 min.
1.3 min.
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 0 ft. Height = 0 ft.(unpaved;
VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min.
Subtotal T, = 0.0 min.
d. Total TC: T, = 8.8 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Slope
6.0%
5.6%
0A
Printed: 9/23/2022
1.) Area =
Runoff Calculations - Rational Method
DI #1-4
0.50 ac
2.) C = 0.71
Project Name: Troxell Poultry House
Project # : 2888
IDF: Albemarle (Zone 2)
0.17 ac @ 0.35 Grass
0.33 ac @ 0.90 Impervious
0.00 ac @ 0.00 Other
3.) Time of Concentration
a. Overland: (200' max) L = 43 ft. Height = 2 ft.
VDOT Drainage Manual Appendix 6D-1: T, = 2.8 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: Tc = 0.0 min.
L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Tc = 0.0 min.
T, = U60V Subtotal T, = 0.0 min.
Slope
4.7%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 151 ft. Height = 1.5 ft.(unpaved; 1.0%
VDOT Drainage Manual Appendix 6D-5: T, = 2.4 min.
Subtotal T, = 2.4 min.
d. Total T,: T, = 5.2 min.
4.) Rainfall Intensities:
For T,= 5
5.) Proposed Flows:
min. 12 =
5.04
iph
125 =
7.48
iph
Ito =
6.54
iph
Itoo =
8.59
iph
Q=ACI
Q2 =
1.80
cfs
()25 =
2.66
cfs
()to =
2.33
cfs
()too =
3.06
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
0..
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
1.) Area =
Runoff Calculations - Rational Method
Culvert #1
0.85 ac
2.) C = 0.56
3.) Time of Concentration
Project Name: Troxell Poultry House
Project # : 2888
IDF: Albemarle (Zone 2)
0.52 ac @
0.35
Grass
0.33 ac @
0.90
Impervious
0.00 ac @
0.00
Other
a. Overland: (200' max) L = 100 ft. Height = 6 ft.
VDOT Drainage Manual Appendix 6D-1: Tc = 7.6 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Tc = 0.0 min.
T, = L/60V Subtotal TC = 0.0 min.
Slope
6.0%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 170 ft. Height = 3.8 ft.(unpaved; 2.2%
VDOT Drainage Manual Appendix 6D-5: T, = 1.9 min.
Subtotal T, = 1.9 min.
d. Total TC: T, = 9.5 min.
4.) Rainfall Intensities:
For T. 9 min. 12 = 4.19 iph
110 = 5.47 iph
5.) Proposed Flows:
Q=ACI
Q2 = 2.01 cfs
Clio = 2.62 cfs
125 =
6.28
iph
1100 =
7.23
iph
Q25 =
3.01
cfs
Q100 =
3.46
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
29
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
1.) Area =
Runoff Calculations - Rational Method
Culvert #2
0.62 ac
2.) C = 0.58
3.) Time of Concentration
Project Name: Troxell Poultry House
Project # : 2888
IDF: Albemarle (Zone 2)
0.36 ac
@
0.35
Grass
0.26 ac
@
0.90
Impervious
0.00 ac
@
0.00
Other
a. Overland: (200' max) L = 47 ft. Height = 3 ft.
VDOT Drainage Manual Appendix 6D-1: Tc = 5.5 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Tc = 0.0 min.
T, = L/60V Subtotal TC = 0.0 min.
Slope
6.4%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 151 ft. Height = 4.8 ft.(unpaved; 3.2%
VDOT Drainage Manual Appendix 6D-5: T, = 1.5 min.
Subtotal T, = 1.5 min.
Total T.: TC = 7.0 min.
4.) Rainfall Intensities:
For T. 7 min. 12 = 4.57 iph
110 = 5.95 iph
5.) Proposed Flows:
Q=ACI
Q2 = 1.65 cfs
Q,o = 2.14 cfs
125 =
6.81
iph
1100 =
7.84
iph
Q25 =
2.45
cfs
Q100 =
2.82
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
30
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
1.) Area =
Runoff Calculations - Rational Method
Ditch #1
1.63 ac
2.) C = 0.52
3.) Time of Concentration
Project Name: Troxell Poultry House
Project # : 2888
IDF: Albemarle (Zone 2)
0.51 ac
@
0.35
Grass
0.37 ac
@
0.90
Impervious
0.75 ac
@
0.45
Agriculture
a. Overland: (200' max) L = 100 ft. Height = 6 ft.
VDOT Drainage Manual Appendix 6D-1: Tc = 7.6 min.
b. Shallow: (1000' max) L = 0 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
L = 176 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
Tc = L/60V Subtotal TC _
0 ft.
0.0 fps (paved)
0.0 min.
19 ft.
5.3 fps (unpaved)
0.6 min.
0.6 min.
Slope
6.0%
10.8%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 247 ft. Height = 2.7 ft.(unpaved; 1.1%
VDOT Drainage Manual Appendix 6D-5: T� = 3.3 min.
Subtotal T, = 3.3 min.
d. Total TC: T, = 11.4 min.
4.) Rainfall Intensities:
For T. 11 min. 12 = 3.87 iph
110 = 5.07 iph
5.) Proposed Flows:
Q=ACI
Q2 = 3.28 cfs
Q10 = 4.31 cfs
125 =
5.83
iph
1100 =
6.73
iph
Q25 =
4.95
cfs
Q100 =
5.71
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
31
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
1.) Area =
Runoff Calculations - Rational Method
Ex Area to Point A
14.97 ac
2.) C = 0.40
3.) Time of Concentration
Project Name: Troxell Poultry House
Project # : 2888
IDF: Albemarle (Zone 2)
0.00 ac
@
0.35
Grass
0.00 ac
@
0.90
Impervious
14.97 ac
@
0.40
Other
a. Overland: (200' max) L = 100 ft. Height = 15 ft.
VDOT Drainage Manual Appendix 6D-1: Tc = 6.4 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
L = 984 ft. Height = 80 ft.
Average velocity = 4.6 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Tc = 3.6 min.
T, = L/60V Subtotal TC = 3.6 min.
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 0 ft. Height = 0 ft.(unpaved;
VDOT Drainage Manual Appendix 6D-5: T� = 0.0 min.
Subtotal T, = 0.0 min.
d. Total TC: TC = 9.9 min.
4.) Rainfall Intensities:
For T. 10 min. 12 = 4.02 iph
110 = 5.26 iph
5.) Proposed Flows:
Q=ACI
Q2 = 24.07 cfs
Q10 = 31.51 cfs
125 =
6.05
iph
hoo =
6.97
iph
Q25 =
36.20
cfs
Q100 =
41.71
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Slope
15.0%
8.1 %
32
File: 2888- TC 8 FLOW CALCS
Pnnted: W3/2022
1.) Area =
Runoff Calculations - Rational Method
Pro Area to Point A
13.88 ac
2.) C = 0.40
3.) Time of Concentration
Project Name: Troxell Poultry House
Project # : 2888
IDF: Albemarle (Zone 2)
0.47 ac
@
0.35
Grass
0.00 ac
@
0.90
Impervious
13.41 ac
@
0.40
Crops
a. Overland: (200' max) L = 100 ft. Height = 15 ft.
VDOT Drainage Manual Appendix 6D-1: Tc = 6.4 min.
b. Shallow: (1000' max) L = 0 ft. Height = 0 ft.
Average velocity = 0.0 fps (paved)
VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min.
L = 974 ft. Height = 80 ft.
Average velocity = 4.6 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: Te = 3.5 min.
T, = L/60V Subtotal TC = 3.5 min.
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min.
L = 0 ft. Height = 0 ft.(unpaved;
VDOT Drainage Manual Appendix 6D-5: T� = 0.0 min.
Subtotal T, = 0.0 min.
d. Total TC: TC = 9.9 min.
4.) Rainfall Intensities:
For T. 10 min. 12 = 4.02 iph
Ito = 5.26 iph
5.) Proposed Flows:
Q=ACI
Q2 = 22.23 cfs
Qlo = 29.09 cfs
125 =
6.05
iph
hoo =
6.97
iph
Q25 =
33.42
cfs
Q100 =
38.51
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Slope
15.0%
8.2%
33
File: 2888- TC 8 FLOW CALCS
Pnnted: W3Y1022
Project Name: Troxell Poultry House
Project # : 2888
DI #1-4 -Velocity and Depth Calculations
2 Year
10 Year
Discharge (Q) =
1.80 cfs
2.33 cfs
Channel Slope (S) =
1.00 %
1.00 %
Retardance Level =
D (Mowed Grass)
D (Mowed Grass)
Left side slope =
3 : 1
3 : 1
Right side slope =
3 : 1
3 : 1
Bottom width =
0 ft
0 ft
Total Depth =
1.3 ft
1.3 ft
2 Year
10 Year
Flow Depth d =
0.94
0.87
Flow Area A =
2.68 sf
2.26 sf
Hydraulic radius R =
0.45 ft
0.41 It
V x R =
0.301
0.425
Manning's n =
0.130
0.080
Flowrate =
1.80 cfs
2.33 cfs
Manning's Equation Velocity =
0.67 fps
1.03 fps
Freeboard =
0.36 ft
0.43 ft
1.4
1.2
1
.t 0.8
a
0 0.6
0.4
0.2
0
0
DITCH CROSS-SECTION
2 4
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
12 14
� Ditch
—2Yr
---1OYr
File: 2888- TC 8 FLOW CALCS
Pnnted: W3Y2022
Project Name: Troxell Poultry House
Project # : 2888
Culvert #1 - Velocity and Depth Calculations
2 Year
Discharge (Q) =
2.01 cfs
Channel Slope (S) =
1.00 %
Retardance Level =
D (Mowed Grass)
Left side slope =
3 :1
Right side slope =
3 : 1
Bottom width =
0 ft
Total Depth =
1.5 ft
2 Year
Flow Depth d =
0.98
Flow Area A =
2.91 sf
Hydraulic radius R =
0.47 It
VxR=
0.322
Manning's n =
0.130
Flowrate =
2.01 cfs
Manning's Equation Velocity =
0.69 fps
Freeboard =
0.52 ft
1.6
1.4
1.2
s
1
v 0.8
0.6
0.4
0.2
0
0
DITCH CROSS-SECTION
2 4 6 8 10
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
10 Year
2.62 cfs
1.00 %
D (Mowed Grass)
3:1
3:1
Oft
1.5 ft
10 Year
0.91
2.47 sf
0.43 It
0.456
0.080
2.62 cfs
1.06 fps
0.59 ft
12
Ditch
—2Yr
---10 Yr
35
File: 2888- TC 8 FLOW CALCS
Pnnted: 9/2312022
Project Name: Troxell Poultry House
Project # : 2888
Culvert #2 - Velocity and Depth Calculations
2 Year
Discharge (Q) =
1.65 cfs
Channel Slope (S) =
1.00 %
Retardance Level =
D (Mowed Grass)
Left side slope =
3 : 1
Right side slope =
3 : 1
Bottom width =
0 ft
Total Depth =
1.5 ft
2 Year
Flow Depth d =
0.91
Flow Area A =
2.50 sf
Hydraulic radius R =
0.43 ft
VxR=
0.284
Manning's n =
0.130
Flowrate =
1.64 cfs
Manning's Equation Velocity =
0.66 fps
Freeboard =
0.59 ft
1.6
1.4
1.2
1
L
v 0.8
0.6
0.4
0.2
0
DITCH CROSS-SECTION
0 2 4 6
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
10 Year
2.14 cfs
1.00 %
D (Mowed Grass)
3:1
3:1
Oft
1.5 ft
10 Year
1.01
3.05 sf
0.48 It
0.335
0.130
2.14 cfs
0.70 fps
0.49 ft
Ditch
—2 Yr
---10 Yr
12
36
File: 2888- TC 8 FLOW CALCS
Pnnted: 9/2312022
Project Name: Troxell Poultry House
Project # : 2888
Ditch #1 - Velocity and Depth Calculations
2 Year
Discharge (Q) =
3.28 cfs
Channel Slope (S) =
1.00 %
Retardance Level =
D (Mowed Grass)
Left side slope =
3 :1
Right side slope =
10 : 1
Bottom width =
0 ft
Total Depth =
1.25 ft
2 Year
Flow Depth d =
0.88 ft
Flow Area A =
5.02 sf
Hydraulic radius R =
0.43 ft
VxR=
0.283
Manning's n =
0.130
Flowrate =
3.29 cfs
Manning's Equation Velocity =
0.66 fps
Freeboard =
0.37 ft
1.4
1.2
1
s 0.8
n
p 0.6
0.4
0.2
0
0
DITCH CROSS-SECTION
5 10 15
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
10 Year
4.31 cfs
1.00 %
D (Mowed Grass)
3:1
10 :1
Oft
1.25 ft
10 Year
0.81 ft
4.27 sf
0.40 ft
0.402
0.080
4.31 cfs
1.01 fps
0.44 ft
20
Ditch
—2Yr
---10 Yr
37
File: 2888- TC 8 FLOW CALCS
Pnnted: 9/2312022
Project Name:
Troxell Poultry House
Project # :
2888
Proposed Pond Outlet
(Ditch Section A) - Velocity
and Depth Calculations
2 Year
10 Year
Discharge (Q) =
2.35 cfs
11.77 cfs
Channel Slope (S) =
4.40 %
4.40 %
Retardance Level =
Hay
Hay
Left side slope =
5 :1
5 :1
Right side slope =
5 :1
5 :1
Bottom width =
0 ft
0 ft
Total Depth =
1 ft
1 ft
Flow Depth d =
Flow Area A =
Hydraulic radius R =
VxR=
Manning's n =
Flowrate =
Manning's Equation Velocity =
Freeboard =
1.2
1
0.8
s
v 0.6
0.4
0.2
0
0
2 Year
10 Year
0.30 ft
0.56 ft
0.46 sf
1.55 sf
0.15 ft
0.27 ft
0.375
1.025
0.035
0.035
1.17 cfs
5.82 cfs
2.51 fps
3.76 fps
0.70 ft
0.44 ft
DITCH CROSS-SECTION
2 4 6 8 10
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
12
Ditch
—2Yr
---10 Yr
(Hydroflow #7)
38
File: 2888- TC 8 FLOW CALCS
Pnnted: W3Y2022
Project Name: Troxell Poultry House
Project # : 2888
Proposed to EB#1 (Ditch Section B) - Velocitv and Depth Calculations
2 Year
10 Year
Discharge (Q) =
32.06 cfs
63.56 cfs
Channel Slope (S) =
11.70 %
11.70 %
Retardance Level =
Trees
Trees
Left side slope =
3 : 1
3 : 1
Right side slope =
3 : 1
3 : 1
Bottom width =
10 ft
10 ft
Total Depth =
1.5 ft
1.5 ft
2 Year
10 Year
Flow Depth d =
0.72 ft
1.06 ft
Flow Area A =
8.81 sf
14.03 sf
Hydraulic radius R =
0.60 ft
0.84 ft
V x R =
2.200
3.801
Manning's n =
0.100
0.100
Flowrate =
32.07 cfs
63.58 cfs
Manning's Equation Velocity =
3.64 fps
4.53 fps
Freeboard =
0.78 ft
0.44 ft
1.6
1.4
1.2
s
1
v 0.8
0.6
0.4
0.2
0
0
DITCH CROSS-SECTION
s 10 is
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
20
Ditch
—2Yr
---10 Yr
(Hydroflow #10)
39
File: 2888- TC 8 FLOW CALCS
Pnnted: W3Y2022
Project Name: Troxell Poultry House
Project # : 2888
ProDOsed to Point B (Ditch Section C)- Velocity and Deoth Calculations
2 Year
10 Year
Discharge (Q) =
36.69 cfs
71.77 cfs
Channel Slope (S) =
4.00 %
4.00 %
Retardance Level =
Trees
Trees
Left side slope =
3 : 1
3 : 1
Right side slope =
3 : 1
3 : 1
Bottom width =
10 ft
10 ft
Total Depth =
2 ft
2 ft
2 Year
10 Year
Flow Depth d =
1.06 ft
1.52 ft
Flow Area A =
13.90 sf
22.20 sf
Hydraulic radius R =
0.83 ft
1.13 ft
V x R =
2.199
3.656
Manning's n =
0.100
0.100
Flowrate =
36.68 cfs
71.79 cfs
Manning's Equation Velocity =
2.64 fps
3.23 fps
Freeboard =
0.94 ft
0.48 ft
ra.7
2
DITCH CROSS-SECTION
20
25 30
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Ditch
—2Yr
---10 Yr
(Hydroflow #16)
40
File: 2888 LD-229.xlsm
Printed: 4/19/2021
STORM SEWER DESIGN COMPUTATIONS LD-229 Troxell Pou try House (BE #2888)
FROM
POINT
TO
POINT
AREA
DRAIN
ACRES
RUNOFF
COEF
C
C A
INLET
TIME
RAIN
FALL
RUNOFF
Q
INVERT
ELEVATIONS
LENGTH
SLOPE
DAMCITY
CAPA-
VEL
FLOW
TIME
INCRE
MENT
ACCUM
ULATED
T, min
IN/HR
CFS
UPPER
LOWER
FT
FT/FT
IN
CFS
FPS
SEC
4
3
0.85
0.53
0.45
0.45
9.50
5.26
2.37
497.20
496.20
90.50'
0.0110
15"
6.80
4.83
18.8
3
2
0.50
0.71
0.36
0.81
9.81
5.26
4.24
496.10
495.70
37.00'
0.0108
15"
6.73
5.87
6.3
2
1
0.50
0.71
0.36
1.16
9.92
5.26
6.11
495.60
494.50
96.50'
0.0114
15"
6.91
6.48
14.9
4.1
3.1
0.62
0.58
0.36
0.36
7.00
5.95
2.14
497.20
496.10
90.50'
0.0122
15"
7.13
4.71
19.2
3.1
2.1
0.50
0.71
0.36
0.71
7.32
5.95
4.25
496.00
495.50
37.00'
0.0135
15"
7.52
6.44
5.7
2.1
1.1
0.50
0.71
0.36
1.07
7.42
5.95
6.36
495.40
494.00
103.00'
0.0136
15
7.52
7.01
14.7
Note: Mannin 's "n" adjusted for pipe type and diameter.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
File: 2888 LD-229.x1sm
HYDRAULIC GRADE LINE LD-347
Printed: 4/19/2021
Troxell Poultry House (BE #2888)
INLET
#
Outlet
WSE
Do
Q.
L.
Sro
%
Ht
JUNCTION LOSS
Final
H
Inlet
WSE
Rim
Elev.
Vo
Ho
QI
Vi
QiVi
y
2g
Hi
Angle
K
HD
Ht
1.3
Ht
0.5
Ht
2
495.50
15"
6.11
97'
0.90
0.87
6.48
0.16
4.24
5.87
24.88
0.54
0.19
0.00
0.00
0.16
0.21
0.11
0.98
496.48
500.30
3
496.70
15"
4.24
37'
0.44
0.16
5.87
0.13
2.37
4.83
11.44
0.36
0.13
0.35
0.13
0.13
0.17
0.09
0.25
496.95
500.30
4
497.20
15"
2.37
91'
0.14
0.12
4.83
0.09
-
-
-
-
0.00
-
0.00
0.09
0.12
0.06
0.18
497.38
501.00
2.1
495.00
15"
6.36
103'
0.98
1.01
7.01
0.19
4.25
6.44
27.38
0.64
0.23
0.00
0.00
0.19
0.25
0.12
1.14
496.14
500.30
3.1
496.50
15"
4.25
37'
0.44
0.16
6.44
0.16
2.14
4.71
10.08
0.34
0.12
0.52
0.18
0.16
0.21
0.10
0.27
496.77
500.30
4.1
497.10
15"
2.14
91'
0.11
0.10
4.71
0.09
-
-
0.00
0.00
0.09
0.11
0.06
0.16
497.26
501.00
Mannings "n" = 0.013
90'K=0.70 70'K=0.61 50'K=0.50 30'K=0.35 20'K=0.25 10'K=0.13
80°K=0.66 60°K=0.56 40°K=0.43 25°K=0.30 15°K=0.19 5°K=0.06
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(tfs)
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
8.335
1
720
19,190
Existing Site
2
SCS Runoff
22.18
1
722
57,150
Existing Offsite to EB 1
3
Reach
17.62
1
727
57,146
2
Ex Site to EB 1
4
Combine
37.56
1
723
114,296
2,3
—
—
Total Existing at EB 1
6
SCS Runoff
13.05
1
721
33,082
—
Site to Pond
7
Reservoir
1.617
1
751
33,080
6
493.43
12,986
Sediment Basin/Pond
8
Reach
1.644
1
751
33,071
7
Pond to EB 1
9
SCS Runoff
21.10
1
722
54,374
Pro Offsite to EB 1
10
Combine
22.46
1
722
87,445
8,9
Total Proposed Volume to EB 1
12
Reach
36.73
1
725
114,295
4
----
Ex EB 1 to Point B
13
Reach
21.77
1
724
87,428
10
Pro EB 1 to Point B
14
SCS Runoff
4.666
1
720
11,305
Additional Offsite to Point B
15
Combine
40.24
1
725
125,600
12,14
--
--
Ex Total at Point B
16
Combine
25.82
1
723
98,733
13, 14,
--
--
Pro Total at Point B
18
Reach
40.14
1
726
125,600
15
--
--
Ex B to Point C
19
Reach
25.65
1
725
98,732
16
--
Pro B to Point C
20
SCS Runoff
120.71
1
728
497,606
Offsite to Point C
21
Combine
159.74
1
728
623,206
18,20
---
Ex To Point C
22
Combine
144.10
1
727
596,338
19, 20,
--
--
Prot To Point C
24
SCS Runoff
3.565
1
720
8,162
--
Existing Site Area to EB 2
25
SCS Runoff
0.080
1
721
381
Pro Site to EB 2
27
SCS Runoff
2.588
1
718
5,251
--
Additional Area to to Culverts
28
Combine
3.875
1
718
38,331
7,27
Total to Culverts
Ponds -Updated 9-13-22.gpw
Return Period: 1 Year
Friday, 09 / 16 / 2022
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Peak discharge
= 8.335 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 19,190 cult
Drainage area
= 5.540 ac
Curve number
= 75*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 9.10 min
Total precip.
= 2.99 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.070 x 98) + (5.290 x 75) + (0.180 x 80)] 15.540
Q (cfs)
10.00
MA
. M
4.00
a ffl
Existing Site
Hyd. No. 1 -- 1 Year
Q (cfs)
10.00
1M
M
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)
:1V
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3130 by Autodesk, Inc. J2022
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 15.030 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(12.370 x 75) + (2.660 x 86)] / 15.030
Q (cfs)
24.00
20.00
16.00
12.00
ERA
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Offsite to EB 1
Hyd. No. 2 -- 1 Year
Friday, 09/16/2022
= 22.18 cfs
= 722 min
= 57,150 tuft
= 77`
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
aR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® civil 3D@ by Autodesk, Inc. J2022
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Existing Offsite to EB 1
Reach length
= 898.0 ft
Manning's n
= 0.025
Side slope
= 3.0:1
Rating curve x
= 0.586
Ave. velocity
= 1.63 ft/s
Modified Aft -Kin routing method used.
Q (cfs)
24.00
20.00
16.00
12.00
: U9
4.00
0.00
0 120 240
Hyd No. 3
360 480 600
— Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Ex Site to EB 1
Hyd. No. 3 -- 1 Year
Friday, 09/16/2022
= 17.62 cfs
= 727 min
= 57,146 tuft
= Trapezoidal
= 8.7 %
= 164.0 ft
= 0.1 ft
= 1.392
= 0.1410
Q (cfs)
24.00
20.00
16.00
12.00
4.00
' ' ' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)
M.
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 37.56 cfs
Storm frequency
= 1 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 114,296 cult
Inflow hyds.
= 2, 3
Contrib. drain. area
= 15.030 ac
Total Existing at EB 1
Q (Cfs) Hyd. No. 4 -- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 —Hyd No. 2 —Hyd No. 3 Time (min)
-!A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 6
Site to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 7.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] 17.090
Q (cfs
14.00
12.00
10.00
M1
'. 1 Al
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Site to Pond
Hyd. No. 6 -- 1 Year
Friday, 09 / 1612022
= 13.05 cfs
= 721 min
= 33,082 cult
= 81*
= 0 ft
= 11.90 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
MI
. 1I
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
Reservoir name
= Sediment Basin/Pond
Max. Storage
Storage Indication method used.
Q (cfs
14.00
12.00
10.00
'. 1 Al
4.00
2.00
Sediment Basin/Pond
Hyd. No. 7 -- 1 Year
Friday, 09/16/2022
= 1.617 cfs
= 751 min
= 33,080 cuft
= 493.43 ft
= 12,986 tuft
Q (cfs)
14.00
12.00
10.00
L.&IIJ
. 11
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 —Hyd No. 6 ®Total storage used = 12,986 cuff Time (min)
sz
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2022
Friday, 09 / 16 12022
Pond No. 1 - Sediment Basin/Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 490.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 490.00 00
0
0
2.00 492.00 3,190
2,126
2,126
4.00 494.00 13,117
15,182
17,309
6.00 496.00 22,111
34,835
52,144
8.00 498.00 31,646
53,468
105,612
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
6.00
6.00
Inactive
Crest Len (ft)
= 7.85
20.00
0.00
0.00
Span (in)
= 18.00
6.00
6.00
0.00
Crest El. (ft)
= 494.40
495.70
0.00
0.00
No. Barrels
= 1
1
1
1
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 490.00
490.00
493.40
0.00
Weir Type
= 1
Ciplti
-
---
Length (ft)
= 52.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.00
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
Contour)
Multi -Stage
= n/a
Yes
Yes
Yes
TW Elev. (ft)
= 0.00
Note: CuNerVOrifice outflows are analyzed under inlet (ic) add outlet (oc) watm. Weir risers checked for orifice conditions (ic) and submergence (a).
Stage (it) Stage / Discharge Elev (ft)
8.00 498.00
6.00 496.00
4.00 494.00
2.00 492.00
0.00 490.00
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0
Total O Discharge (cfs)
50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 8
Pond to EB 1
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
Modified Att-Kin routing method used.
Q (cfs)
2.00
1.00
= Reach
= 1 yrs
= 1 min
= 7 - Sediment Basin/Pond
= 946.0 ft
= 0.025
= 6.0:1
= 75.312
= 183989.36 ft/s
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Pond to EB 1
Hyd. No. 8 -- 1 Year
Friday, 09 / 1612022
= 1.644 cfs
= 751 min
= 33,071 cuft
= Trapezoidal
= 7.4 %
= 0.1 ft
= 1.5 ft
= 0.330
= 1.9990
180 360 540 720 900 1080 1260 1440
Hyd No. 8
— Hyd No. 7
Q (cfs)
2.00
1.00
■- 0.00
1620
Time (min)
51
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3130 by Autodesk, Inc. J2022
Hyd. No. 9
Pro Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 14.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.99 in
Storm duration
= 24 hrs
` Composite (Area/CN) = [(11.650 x 75) + (2.650 x 86)] / 14.300
Q (cfs)
24.00
20.00
16.00
12.00
:M
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pro Offsite to EB 1
Hyd. No. 9 -- 1 Year
Friday, 09/16/2022
= 21.10 cfs
= 722 min
= 54,374 tuft
= 77`
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)
52
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022 Friday, 09 / 16 / 2022
Hyd. No. 10
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 22.46 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 87,445 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 14.300 ac
Q (Cfs)
24.00
20.00
16.00
12.00
: U9
4.00
Total Proposed Volume to EB 1
Hyd. No. 10 -- 1 Year
Q (cfs)
24.00
20.00
16.00
12.00
4.00
1 — — 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 —Hyd No. 8 —Hyd No. 9 Time (min)
53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 12
Ex EB 1 to Point B
Hydrograph type
= Reach
Peak discharge
= 36.73 cfs
Storm frequency
= 1 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 114,295 cuft
Inflow hyd. No.
= 4 - Total Existing at EB 1
Section type
= Trapezoidal
Reach length
= 300.0 ft
Channel slope
= 4.0 %
Manning's n
= 0.100
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 1.019
Rating curve m
= 1.292
Ave. velocity
= 2.30 ft/s
Routing coeff.
= 0.4582
Modified Att-Kin routing method used.
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 12
Ex EB 1 to Point B
Hyd. No. 12 -- 1 Year
360 480 600
— Hyd No. 4
720 840 960
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320 1440 1560
Time (min)
611I
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® OW 3D@ by Autodesk, Inc. J2022
Hyd. No. 13
Pro EB 1 to Point B
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 10 - Total Proposed Volume toTfation type
Reach length
= 300.0 ft
Channel slope
Manning's n
= 0.100
Bottom width
Side slope
= 3.0:1
Max. depth
Rating curve x
= 1.019
Rating curve m
Ave. velocity
= 2.05 ft/s
Routing coeff.
Modified Aft -Kin routing method used.
Q (cfs)
24.00
20.00
16.00
12.00
: U9
4.00
0.00
0 120 240
Hyd No. 13
Pro EB 1 to Point B
Hyd. No. 13 -- 1 Year
360 480 600
— Hyd No. 10
720 840
Friday, 09/16/2022
= 21.77 cfs
= 724 min
= 87,428 tuft
= Trapezoidal
= 4.0 %
= 5.0 ft
= 2.0 ft
= 1.292
= 0.4185
Q (cfs)
24.00
20.00
16.00
12.00
4.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 14
Additional Offsite to Point B
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
1.850 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
2.99 in
Storm duration =
24 hrs
Q (cfs)
5.00
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Additional Mite to Point B
Hyd. No. 14 -- 1 Year
Friday, 09 / 1612022
= 4.666 cfs
= 720 min
= 11,305 cult
= 86
= 0 ft
= 11.20 min
= Type II
= 484
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 1440 1560
Hyd No. 14 Time (min)
N7.
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 15
Ex Total at Point B
Hydrograph type
= Combine
Peak discharge
= 40.24 cfs
Storm frequency
= 1 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 125,600 cuft
Inflow hyds.
= 12, 14
Contrib. drain. area
= 1.850 ac
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 15
Ex Total at Point B
Hyd. No. 15 -- 1 Year
360 480 600
— Hyd No. 12
720
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 16
Pro Total at Point B
Hydrograph type
= Combine
Peak discharge
= 25.82 cfs
Storm frequency
= 1 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 98,733 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 1.850 ac
Pro Total at Point B
Q (Cfs) Hyd. No. 16 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 —Hyd No. 13 —Hyd No. 14 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 18
Ex B to Point C
Hydrograph type
= Reach
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 15 - Ex Total at Point B
Reach length
= 560.0 ft
Manning's n
= 0.025
Side slope
= 3.0:1
Rating curve x
= 6.112
Ave. velocity
= 9.35 ft/s
Modified Att-Kin routing method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 18
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Ex B to Point C
Hyd. No. 18 -- 1 Year
360 480 600
— Hyd No. 15
Friday, 09 / 1612022
= 40.14 cfs
= 726 min
= 125,600 cuft
= Trapezoidal
= 9.0 %
= 5.0 ft
= 2.0 ft
= 1.292
= 0.7859
Q (cfs)
50.00
40.00
30.00
20.00
10.00
. 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)
W
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® OW 3D@ by Autodesk, Inc. J2022
Hyd. No. 19
Pro B to Point C
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 16 - Pro Total at Point B
Section type
Reach length
= 560.0 ft
Channel slope
Manning's n
= 0.025
Bottom width
Side slope
= 3.0:1
Max. depth
Rating curve x
= 6.112
Rating curve m
Ave. velocity
= 8.46 ft/s
Routing coeff.
Modified Aft -Kin routing method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
: W
4.00
0.00
0 120 240
Hyd No. 19
Pro B to Point C
Hyd. No. 19 -- 1 Year
360 480 600
— Hyd No. 16
720 840
Friday, 09/16/2022
= 25.65 cfs
= 725 min
= 98,732 cuft
= Trapezoidal
= 9.0 %
= 5.0 ft
= 2.0 ft
= 1.292
= 0.7386
Q (cfs)
28.00
24.00
20.00
16.00
12.00
�
4.00
' ' ' ' 0.00
960 1080 1200 1320 1440 1560
Time (min)
[Of;
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 20
Offsite to Point C
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 234.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
* Composite (Area/CN) _ [(26.110 x 80) + (62.920 x 61) + (68.540 x 55) + (76.520 x 77)] 1234.090
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Mite to Point C
Hyd. No. 20 -- 1 Year
Friday, 09 / 1612022
= 120.71 cfs
= 728 min
= 497,606 cuft
= 67*
= 0 ft
= 21.90 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 1 1 1 1 110.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Time (min)
61
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 21
Ex To Point C
Hydrograph type
= Combine
Peak discharge
= 159.74 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 623,206 cuft
Inflow hyds.
= 18, 20
Contrib. drain. area
= 234.090 ac
Ex To Point C
Q (cfs) Hyd. No. 21 -- 1 Year Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
000
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. 21 —Hyd No. 18 —Hyd No. 20 Time (min)
11%
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 22
Prot To Point C
Hydrograph type
= Combine
Peak discharge
= 144.10 cfs
Storm frequency
= 1 yrs
Time to peak
= 727 min
Time interval
= 1 min
Hyd. volume
= 596,338 cuft
Inflow hyds.
= 19, 20
Contrib. drain. area
= 234.090 ac
Q (cfs
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 22 —Hyd No. 19 —Hyd No. 20 Time (min)
63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 24
Existing Site Area to EB 2
Hydrograph type =
SCS Runoff
Peak discharge
= 3.565 cfs
Storm frequency =
1 yrs
Time to peak
= 720 min
Time interval =
1 min
Hyd. volume
= 8,162 cuft
Drainage area =
2.230 ac
Curve number
= 76*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 8.80 min
Total precip. =
2.99 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
` Composite (Area/CN) = [(0.090 x 98) + (2.140 x 75)] 12.230
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 24
Existing Site Area to EB 2
Hyd. No. 24 -- 1 Year
360 480 600 720 840 960
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
64
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3130 by Autodesk, Inc. J2022
Hyd. No. 25
Pro Site to EB 2
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 0.470 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.470 x 56)110.470
Friday, 09/16/2022
Peak discharge
= 0.080 cfs
Time to peak
= 721 min
Hyd. volume
= 381 cuft
Curve number
= 56`
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pro Site to EB 2
Q (cfs) Hyd. No. 25 -- 1 Year Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 25 Time (min)
W
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 27
Additional Area to to Culverts
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 1.470 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Additional Area to to Culverts
Hyd. No. 27 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 27
Friday, 09 / 1612022
= 2.588 cfs
= 718 min
= 5,251 cuft
= 75
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
M
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 28
Total to Culverts
Hydrograph type
= Combine
Peak discharge
= 3.875 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 38,331 cuft
Inflow hyds.
= 7,27
Contrib. drain. area
= 1.470 ac
Q (Cfs)
4.00
3.00
2.00
1.00
Total to Culverts
Hyd. No. 28 -- 1 Year
120 240 360 480 600
Hyd No. 28 — Hyd No. 7
720
Q (Cfs)
4.00
3.00
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
— Hyd No. 27 Time (min)
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(tfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cub)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
12.29
1
720
27,901
Existing Site
2
SCS Runoff
32.13
1
721
81,647
Existing Offsite to EB 1
3
Reach
26.43
1
726
81,643
2
Ex Site to EB 1
4
Combine
55.66
1
723
163,290
2,.3
—
—
Total Existing at EB 1
6
SCS Runoff
18.12
1
721
45,760
Site to Pond
7
Reservoir
2.348
1
749
45,757
6
494.08
18,625
Sediment Basin/Pond
8
Reach
2.368
1
749
45,749
7
Pond to EB 1
9
SCS Runoff
30.57
1
721
77,682
Pro Offsite to EB 1
10
Combine
32.06
1
721
123,430
8,9
Total Proposed Volume to EB 1
12
Reach
54.69
1
725
163,290
4
Ex EB 1 to Point B
13
Reach
31.15
1
724
123,411
10
—
Pro EB 1 to Point B
14
SCS Runoff
8.182
1
720
15,071
Additional Mite to Point B
15
Combine
59.31
1
724
178,361
12,14
--
--
Ex Total at Point B
16
Combine
36.69
1
723
138,482
13, 14,
--
--
Pro Total at Point B
18
Reach
59.25
1
726
178,361
15
--
--
Ex B to Point C
19
Reach
36.53
1
724
138,478
16
--
Pro B to Point C
20
SCS Runoff
213.06
1
727
787,848
Offsde to Point C
21
Combine
271.56
1
727
966,209
18,20
---
Ex To Point C
22
Combine
246.96
1
727
926,326
19, 20,
--
--
Prot To Point C
24
SCS Runoff
5.191
1
720
11,762
--
Existing Site Area to EB 2
25
SCS Runoff
0.262
1
719
745
Pro Site to EB 2
27
SCS Runoff
3.799
1
718
7,635
--
Additional Area to to Culverts
28
Combine
5.195
1
718
53,392
7,27
Total to Culverts
Ponds-Upsated 9-13-22.gpw
Return Period: 2 Year
Friday, 09 / 16 / 2022
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Peak discharge
= 12.29 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 27,901 cult
Drainage area
= 5.540 ac
Curve number
= 75*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 9.10 min
Total precip.
= 3.62 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.070 x 98) + (5.290 x 75) + (0.180 x 80)] 15.540
Q (cfs)
14.00
12.00
10.00
'. 1 Al
4.00
2.00
Existing Site
Hyd. No. 1 -- 2 Year
Q (cfs)
14.00
12.00
10.00
. IM
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)
69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 15.030 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.62 in
Storm duration
= 24 hrs
` Composite (Area/CN) _ [(12.370 x 75) + (2.660 x 86)] 115.030
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Offsite to EB 1
Hyd. No. 2 -- 2 Year
EPEE
Friday, 09 / 1612022
= 32.13 cfs
= 721 min
= 81,647 cult
= 77*
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Existing Offsite to EB 1
Reach length
= 898.0 ft
Manning's n
= 0.025
Side slope
= 3.0:1
Rating curve x
= 0.586
Ave. velocity
= 1.81 ft/s
Modified Att-Kin routing method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Ex Site to EB 1
Hyd. No. 3 -- 2 Year
Friday, 09 / 1612022
= 26.43 cfs
= 726 min
= 81,643 cuft
= Trapezoidal
= 8.7 %
= 164.0 ft
= 0.1 ft
= 1.392
= 0.1554
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 —Hyd No. 2 Time (min)
71
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 55.66 cfs
Storm frequency
= 2 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 163,290 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 15.030 ac
Total Existing at EB 1
Q (Cfs) Hyd. No. 4 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 —Hyd No. 2 —Hyd No. 3 Time (min)
VA
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 6
Site to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 18.12 cfs
Storm frequency
= 2 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 45,760 cult
Drainage area
= 7.090 ac
Curve number
= 81*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.90 min
Total precip.
= 3.62 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] 17.090
Q (cfs)
21.00
18.00
15.00
12.00
• 11
. M
3.00
Site to Pond
Hyd. No. 6 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
• 11
M
3.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
73
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
Reservoir name
= Sediment Basin/Pond
Max. Storage
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
• �t
. m
3.00
Sediment Basin/Pond
Hyd. No. 7 -- 2 Year
Friday, 09/16/2022
= 2.348 cfs
= 749 min
= 45,757 tuft
= 494.08 ft
= 18,625 tuft
Q (cfs)
21.00
18.00
15.00
12.00
• 11
l
3.00
0.00 ' — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 —Hyd No. 6 ®Total storage used = 18,625 cult Time (min)
74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Peak discharge
= 2.368 cfs
Storm frequency
= 2 yrs
Time to peak
= 749 min
Time interval
= 1 min
Hyd. volume
= 45,749 cuft
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Section type
= Trapezoidal
Reach length
= 946.0 ft
Channel slope
= 7.4 %
Manning's n
= 0.025
Bottom width
= 0.1 ft
Side slope
= 6.0:1
Max. depth
= 1.5 ft
Rating curve x
= 75.312
Rating curve m
= 0.330
Ave. velocity
= 86189.03 ft/s
Routing coeff.
= 1.9978
Modified Att-Kin routing method used
Q (cfs)
3.00
2.00
1.00
Pond to EB 1
Hyd. No. 8 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 8
— Hyd No. 7
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 9
Pro Offsite to EB 1
Hydrograph type
= SCS Runoff
Peak discharge
= 30.57 cfs
Storm frequency
= 2 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 77,682 cult
Drainage area
= 14.300 ac
Curve number
= 77*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 13.10 min
Total precip.
= 3.62 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
` Composite (Area/CN) _ [(11.650 x 75) + (2.650 x 86)] 114.300
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Pro Offsite to EB 1
Hyd. No. 9 -- 2 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)
76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Friday, 09 / 1612022
Hyd. No. 10
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 32.06 cfs
Storm frequency = 2 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 123,430 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 14.300 ac
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Total Proposed Volume to EB 1
Hyd. No. 10 -- 2 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 —Hyd No. 8 —Hyd No. 9 Time (min)
m
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Friday, 09 / 1612022
Hyd. No. 12
Ex EB 1 to Point B
Hydrograph type
= Reach
Peak discharge
= 54.69 cfs
Storm frequency
= 2 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 163,290 cuft
Inflow hyd. No.
= 4 - Total Existing at EB 1
Section type
= Trapezoidal
Reach length
= 300.0 ft
Channel slope
= 4.0 %
Manning's n
= 0.100
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 1.019
Rating curve m
= 1.292
Ave. velocity
= 2.51 ft/s
Routing coeff.
= 0.4903
Modified Att-Kin routing method used.
Ex EB 1 to Point B
Q (cfs) Q (cfs)
Hyd. No. 12 -- 2 Year
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
n nn
10.00
n nn
0 120 240
Hyd No. 12
360 480 600
— Hyd No. 4
720 840 960 1080 1200 1320 1440 1560
Time (min)
78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Friday, 09 / 1612022
Hyd. No. 13
Pro EB 1 to Point B
Hydrograph type
= Reach
Peak discharge
= 31.15 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 123,411 cuft
Inflow hyd. No.
= 10 - Total Proposed Volume t0Tuetlbn type
= Trapezoidal
Reach length
= 300.0 ft
Channel slope
= 4.0 %
Manning's n
= 0.100
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 1.019
Rating curve m
= 1.292
Ave. velocity
= 2.22 ft/s
Routing coeff.
= 0.4457
Modified Att-Kin routing method used.
Pro EB 1 to Point B
Q (cfs) Q (cfs)
Hyd. No. 13 -- 2 Year
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 If 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 13 —Hyd No. 10 Time (min)
Ve:
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 14
Additional Offsite to Point B
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
1.850 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.62 in
Storm duration =
24 hrs
Q (cfs)
7.00
5.00
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Additional Mite to Point B
Hyd. No. 14 -- 2 Year
Friday, 09 / 1612022
= 6.182 cfs
= 720 min
= 15,071 cult
= 86
= 0 ft
= 11.20 min
= Type II
= 484
Q (cfs)
7.00
. I�
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
80
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 15
Ex Total at Point B
Hydrograph type
= Combine
Peak discharge
= 59.31 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 178,361 cuft
Inflow hyds.
= 12, 14
Contrib. drain. area
= 1.850 ac
50.00
40.00
20.00
10.00
Mug
Ex Total at Point B
81
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 16
Pro Total at Point B
Hydrograph type
= Combine
Peak discharge
= 36.69 cfs
Storm frequency
= 2 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 138,482 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 1.850 ac
Pro Total at Point B
Q (Cfs) Hyd. No. 16 -- 2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 16 —Hyd No. 13 —Hyd No. 14 Time (min)
I.%
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Friday, 09 / 1612022
Hyd. No. 18
Ex B to Point C
Hydrograph type
= Reach
Peak discharge
= 59.25 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 1 min
Hyd. volume
= 178,361 cuft
Inflow hyd. No.
= 15 - Ex Total at Point B
Section type
= Trapezoidal
Reach length
= 560.0 ft
Channel slope
= 9.0 %
Manning's n
= 0.025
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 6.112
Rating curve m
= 1.292
Ave. velocity
= 10.21 ft/s
Routing coeff.
= 0.8281
Modified Att-Kin routing method used.
Ex B to Point C
Q (cfs) Q (cfs)
Hyd. No. 18 -- 2 Year
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
n nn
10.00
n nn
D 120 240
Hyd No. 18
360 480 600
— Hyd No. 15
720 840 960 1080 1200 1320 1440 1560
Time (min)
83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 19
Pro B to Point C
Hydrograph type
= Reach
Peak discharge
= 36.53 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 138,478 cuft
Inflow hyd. No.
= 16 - Pro Total at Point B
Section type
= Trapezoidal
Reach length
= 560.0 ft
Channel slope
= 9.0 %
Manning's n
= 0.025
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 6.112
Rating curve m
= 1.292
Ave. velocity
= 9.16 ft/s
Routing coeff.
= 0.7760
Modified Att-Kin routing method used
Pro B to Point C
Q (cfs) Q (cfs)
Hyd. No. 19 -- 2 Year
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 19 —Hyd No. 16 Time (min)
84
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3130 by Autodesk, Inc. J2022
Hyd. No. 20
Offsite to Point C
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 234.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.62 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
' Composite (Area/CN) = [(26.110 x 80) + (62.920 x 61) + (68.540 x 55) + (76.520 x 77)] 1234.090
Q (Cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Offsite to Point C
Hyd. No. 20 -- 2 Year
Friday, 09/16/2022
= 213.06 cfs
= 727 min
= 787,848 cuft
= 67`
= 0 ft
= 21.90 min
= Type II
= 484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 1 1 1 1 1
' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Time (min)
85
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 21
Ex To Point C
Hydrograph type
= Combine
Peak discharge
= 271.56 cfs
Storm frequency
= 2 yrs
Time to peak
= 727 min
Time interval
= 1 min
Hyd. volume
= 966,209 cuft
Inflow hyds.
= 18, 20
Contrib. drain. area
= 234.090 ac
Q (CfSjO
280.00
240.00
200.00
160.00
120.00
40.00
fs)
280.00
O
240.00
200.00
160.00
120.00
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 —Hyd No. 18 —Hyd No. 20 Time (min)
MV
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 22
Prot To Point C
Hydrograph type
= Combine
Peak discharge
= 246.96 cfs
Storm frequency
= 2 yrs
Time to peak
= 727 min
Time interval
= 1 min
Hyd. volume
= 926,326 cuft
Inflow hyds.
= 19, 20
Contrib. drain. area
= 234.090 ac
Q (CfSjO
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 22 —Hyd No. 19 —Hyd No. 20 Time (min)
87
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 24
Existing Site Area to EB 2
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
2.230 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.62 in
Storm duration =
24 hrs
` Composite (Area/CN) = [(0.090 x 98) + (2.140 x 75)] 12.230
Q (cfs
6.00
5.00
4.00
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Site Area to EB 2
Hyd. No. 24 -- 2 Year
Friday, 09 / 1612022
= 5.191 cfs
= 720 min
= 11,762 cult
= 76*
= 0 ft
= 8.80 min
= Type II
= 484
Q (cfs)
6.00
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
Hyd No. 24 Time (min)
r.1a
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3130 by Autodesk, Inc. J2022
Hyd. No. 25
Pro Site to EB 2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 0.470 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.62 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.470 x 56)110.470
Friday, 09/16/2022
Peak discharge
= 0.262 cfs
Time to peak
= 719 min
Hyd. volume
= 745 cuft
Curve number
= 56`
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pro Site to EB 2
Q (cfs) Hyd. No. 25 -- 2 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
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. 25 Time (min)
rx;
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 27
Additional Area to to Culverts
Hydrograph type
= SCS Runoff
Peak discharge
= 3.799 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 7,635 cuft
Drainage area
= 1.470 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.62 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 27
Additional Area to to Culverts
Hyd. No. 27 -- 2 Year
360 480 600 720 840 960
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
90
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® OW 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 28
Total to Culverts
Hydrograph type
= Combine
Peak discharge
= 5.195 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 53,392 cuft
Inflow hyds.
= 7,27
Contrib. drain. area
= 1.470 ac
Total to Culverts
JIL
_MEN
oil
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(tfs)
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
25.19
1
719
57,024
Existing Site
2
SCS Runoff
64.14
1
721
162,236
Existing Offsite to EB 1
3
Reach
55.46
1
725
162,233
2
Ex Site to EB 1
4
Combine
114.67
1
723
324,468
2,3
—
—
Total Existing at EB 1
6
SCS Runoff
33.82
1
721
86,242
—
Site to Pond
7
Reservoir
11.77
1
732
86,240
6
494.90
32,966
Sediment Basin/Pond
8
Reach
12.24
1
732
86,230
7
Pond to EB 1
9
SCS Runoff
61.02
1
721
154,356
--
Pro Offsite to EB 1
10
Combine
63.56
1
721
240,586
8,9
Total Proposed Volume to EB 1
12
Reach
113.33
1
724
324,468
4
----
----
Ex EB 1 to Point B
13
Reach
62.27
1
723
240,575
10
--
Pro EB 1 to Point B
14
SCS Runoff
10.71
1
720
26,712
---
Additional Offsite to Point B
15
Combine
122.04
1
724
351,179
12,14
--
--
Ex Total at Point B
16
Combine
71.77
1
723
267,287
13, 14,
--
---
Pro Total at Point B
18
Reach
121.93
1
725
351,179
15
--
--
Ex B to Point C
19
Reach
71.71
1
724
267,287
16
--
---
Pro B to Point C
20
SCS Runoff
544.49
1
727
1,833,800
Offsite to Point C
21
Combine
664.62
1
726
2,184,979
18,20
---
Ex To Point C
22
Combine
612.61
1
726
2,101,089
19, 20,
--
--
Prot To Point C
24
SCS Runoff
10.46
1
719
23,699
--
--
Existing Site Area to EB 2
25
SCS Runoff
1.075
1
718
2,275
Pro Site to EB 2
27
SCS Runoff
7.705
1
718
15,604
--
Additional Area to to Culverts
28
Combine
12.82
1
732
101,844
7,27
Total to Culverts
Ponds-UpW ated 9-13-22.gpw
Return Period: 10 Year
Friday, 09 / 16 / 2022
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3130 by Autodesk, Inc. J2022
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 5.540 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.47 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(0.070 x 98) + (5.290 x 75) + (0.180 x 80)] / 5.540
Q (Cfs)
28.00
24.00
20.00
16.00
fife 1161
:M
4.00
Existing Site
Hyd. No. 1 -- 10 Year
Friday, 09/16/2022
= 25.19 cfs
= 719 min
= 57,024 tuft
= 75`
= 0 ft
= 9.10 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 ' I I— ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
93
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 15.030 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
` Composite (Area/CN) _ [(12.370 x 75) + (2.660 x 86)] 115.030
Q (cfs)
70.00
MIN
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Offsite to EB 1
Hyd. No. 2 -- 10 Year
Friday, 09 / 1612022
= 64.14 cfs
= 721 min
= 162,236 cuft
= 77*
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
70.00
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
Hyd No. 2 Time (min)
a
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Existing Offsite to EB 1
Reach length
= 898.0 ft
Manning's n
= 0.025
Side slope
= 3.0:1
Rating curve x
= 0.586
Ave. velocity
= 2.20 ft/s
Modified Att-Kin routing method used.
Q (cfs)
70.00
•1 11
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Ex Site to EB 1
Hyd. No. 3 -- 10 Year
Friday, 09 / 1612022
= 55.46 cfs
= 725 min
= 162,233 cuft
= Trapezoidal
= 8.7 %
= 164.0 ft
= 0.1 ft
= 1.392
= 0.1857
Q (cfs)
70.00
.1 1a
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
— Hyd No. 3 —Hyd No. 2 Time (min)
4i
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 114.67 cfs
Storm frequency
= 10 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 324,468 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 15.030 ac
Total Existing at EB 1
100.00
80.00
oil —
I WIN
X.,
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 6
Site to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 33.82 cfs
Storm frequency
= 10 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 86,242 cult
Drainage area
= 7.090 ac
Curve number
= 81*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.90 min
Total precip.
= 5.47 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] 17.090
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Site to Pond
Hyd. No. 6 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 —r ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
97
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
Reservoir name
= Sediment Basin/Pond
Max. Storage
Storage Indication method used.
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Friday, 09/16/2022
= 11.77 cfs
= 732 min
= 86,240 cuft
= 494.90 ft
= 32,966 cuft
Q (C1s)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 —Hyd No. 6 ®Total storage used = 32,966 cuff Time (min)
XV
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Peak discharge
= 12.24 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 1 min
Hyd. volume
= 86,230 cuft
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Section type
= Trapezoidal
Reach length
= 946.0 ft
Channel slope
= 7.4 %
Manning's n
= 0.025
Bottom width
= 0.1 ft
Side slope
= 6.0:1
Max. depth
= 1.5 ft
Rating curve x
= 75.312
Rating curve m
= 0.330
Ave. velocity
= 3264.13 ft/s
Routing coeff.
= 1.9431
Modified Att-Kin routing method used.
Q (cfs)
12.00
10.00
. M
4.00
2.00
0.00
0 120 240
Hyd No. 8
Pond to EB 1
Hyd. No. 8 -- 10 Year
360 480 600
— Hyd No. 7
720 840 960
Q (cfs)
12.00
10.00
e,
4.00
2.00
� 0.00
1080 1200 1320 1440 1560
Time (min)
ix:
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 9
Pro Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 14.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
` Composite (Area/CN) _ [(11.650 x 75) + (2.650 x 86)] 114.300
Q (cfs)
70.00
MIN
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pro Offsite to EB 1
Hyd. No. 9 -- 10 Year
Friday, 09 / 1612022
= 61.02 cfs
= 721 min
= 154,356 cuft
= 77*
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
70.00
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
Hyd No. 9 Time (min)
100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Friday, 09 / 1612022
Hyd. No. 10
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 63.56 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 240,586 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 14.300 ac
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
Total Proposed Volume to EB 1
Hyd. No. 10 -- 10 Year
Q (cfs)
70.00
.1 1a
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
— Hyd No. 10 —Hyd No. 8 —Hyd No. 9 Time (min)
`u>ii
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 12
Ex EB 1 to Point B
Hydrograph type
= Reach
Peak discharge
= 113.33 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 324,468 cuft
Inflow hyd. No.
= 4 - Total Existing at EB 1
Section type
= Trapezoidal
Reach length
= 300.0 ft
Channel slope
= 4.0 %
Manning's n
= 0.100
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 1.019
Rating curve m
= 1.292
Ave. velocity
= 2.96 ft/s
Routing coeff.
= 0.5532
Modified Att-Kin routing method used.
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0 120 240
Hyd No. 12
Ex EB 1 to Point B
Hyd. No. 12 -- 10 Year
360 480 600
— Hyd No. 4
720 840 960
Q (cfs)
120.00
100.00
40.00
20.00
0.00
1080 1200 1320 1440 1560
Time (min)
`X
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 13
Pro EB 1 to Point B
Hydrograph type
= Reach
Peak discharge
= 62.27 cfs
Storm frequency
= 10 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 240,575 cuft
Inflow hyd. No.
= 10 - Total Proposed Volume t0Tuetlbn type
= Trapezoidal
Reach length
= 300.0 ft
Channel slope
= 4.0 %
Manning's n
= 0.100
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 1.019
Rating curve m
= 1.292
Ave. velocity
= 2.59 ft/s
Routing coeff.
= 0.5015
Modified Att-Kin routing method used.
Q (cfs)
70.00
•1 11
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 13
Pro EB 1 to Point B
Hyd. No. 13 -- 10 Year
360 480 600
— Hyd No. 10
720 840
Q (cfs)
70.00
.1 1a
50.00
40.00
30.00
20.00
10.00
� 0.00
960 1080 1200 1320 1440 1560
Time (min)
`ux
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 14
Additional Offsite to Point B
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
1.850 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.47 in
Storm duration =
24 hrs
Q (cfs)
12.00
10.00
. M
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Additional Mite to Point B
Hyd. No. 14 -- 10 Year
Friday, 09 / 1612022
= 10.71 cfs
= 720 min
= 26,712 cult
= 86
= 0 ft
= 11.20 min
= Type II
= 484
Q (cfs)
12.00
10.00
: 14
M
4.00
2.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
`ut!
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 15
Ex Total at Point B
Hydrograph type
= Combine
Peak discharge
= 122.04 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 351,179 cuft
Inflow hyds.
= 12, 14
Contrib. drain. area
= 1.850 ac
Q (Cfs)
140.00
120.00
100.00
40.00
20.00
Ex Total at Point B
Hyd. No. 15 -- 10 Year
Q (cfs)
140.00
120.00
100.00
.1 41
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 15 —Hyd No. 12 —Hyd No. 14 Time (min)
114ii
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 16
Pro Total at Point B
Hydrograph type
= Combine
Peak discharge
= 71.77 cfs
Storm frequency
= 10 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 267,287 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 1.850 ac
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Pro Total at Point B
Hyd. No. 16 -- 10 Year
Q (cfs)
80.00
70.00
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
— Hyd No. 16 —Hyd No. 13 —Hyd No. 14 Time (min)
fBb:
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 18
Ex B to Point C
Hydrograph type
= Reach
Peak discharge
= 121.93 cfs
Storm frequency
= 10 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 351,179 cuft
Inflow hyd. No.
= 15 - Ex Total at Point B
Section type
= Trapezoidal
Reach length
= 560.0 ft
Channel slope
= 9.0 %
Manning's n
= 0.025
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 6.112
Rating curve m
= 1.292
Ave. velocity
= 12.02 ft/s
Routing coeff.
= 0.9081
Modified Att-Kin routing method used
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Ex B to Point C
Hyd. No. 18 -- 10 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 1 1 1' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 —Hyd No. 15 Time (min)
`urA
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 19
Pro B to Point C
Hydrograph type
= Reach
Peak discharge
= 71.71 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 267,287 cuft
Inflow hyd. No.
= 16 - Pro Total at Point B
Section type
= Trapezoidal
Reach length
= 560.0 ft
Channel slope
= 9.0 %
Manning's n
= 0.025
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 6.112
Rating curve m
= 1.292
Ave. velocity
= 10.66 ft/s
Routing coeff.
= 0.8490
Modified Att-Kin routing method used
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Pro B to Point C
Hyd. No. 19 -- 10 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 r ' ' I ' I I . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 19 —Hyd No. 16 Time (min)
ItDU
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 20
Offsite to Point C
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 234.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
* Composite (Area/CN) _ [(26.110 x 80) + (62.920 x 61) + (68.540 x 55) + (76.520 x 77)] 1234.090
Q (cfs)
560.00
-5 15
400.00
320.00
240.00
160.00
Mite to Point C
Hyd. No. 20 -- 10 Year
Friday, 09 / 1612022
= 544.49 cfs
= 727 min
= 1,833,800 cuft
= 67*
= 0 ft
= 21.90 min
= Type II
= 484
Q (cfs)
560.00
400.00
320.00
240.00
160.00
0.00 1 1 1 1 1' ' ' ' ' ' " 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Time (min)
HOW
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 21
Ex To Point C
Hydrograph type
= Combine
Peak discharge
= 664.62 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 1 min
Hyd. volume
= 2,184,979 cuft
Inflow hyds.
= 18, 20
Contrib. drain. area
= 234.090 ac
Q (Cfs)
700.00
. I II II II
500.00
400.00
300.00
200.00
100.00
Ex To Point C
Hyd. No. 21 -- 10 Year
Q (cfs)
700.00
500.00
400.00
300.00
200.00
100.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 —Hyd No. 18 —Hyd No. 20 Time (min)
r`n:
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 22
Prot To Point C
Hydrograph type
= Combine
Peak discharge
= 612.61 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 1 min
Hyd. volume
= 2,101,089 cuft
Inflow hyds.
= 19, 20
Contrib. drain. area
= 234.090 ac
Q (cfs)
630.00
540.00
450.00
360.00
270.00
180.00
Prot To Point C
Hyd. No. 22 -- 10 Year
Q (cfs)
630.00
540.00
450.00
270.00
180.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 22 —Hyd No. 19 —Hyd No. 20 Time (min)
111
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 24
Existing Site Area to EB 2
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
2.230 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.47 in
Storm duration =
24 hrs
` Composite (Area/CN) = [(0.090 x 98) + (2.140 x 75)] 12.230
Q (cfs)
12.00
10.00
of
. M
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Site Area to EB 2
Hyd. No. 24 -- 10 Year
Friday, 09 / 1612022
= 10.46 cfs
= 719 min
= 23,699 cult
= 76*
= 0 ft
= 8.80 min
= Type II
= 484
Q (cfs)
12.00
10.00
ffl 14
M
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 24 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 25
Pro Site to EB 2
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.470 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
` Composite (Area/CN) = [(0.470 x 56)] 10.470
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pro Site to EB 2
Hyd. No. 25 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 25
Friday, 09 / 1612022
= 1.075 cfs
= 718 min
= 2,275 cuft
= 56*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
113
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 27
Additional Area to to Culverts
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 1.470 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
Q (cfs)
8.00
4.00
2.00
0.00
0 120 240
Hyd No. 27
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Additional Area to to Culverts
Hyd. No. 27 -- 10 Year
360 480 600 720 840 960
Friday, 09 / 1612022
= 7.705 cfs
= 718 min
= 15,604 cult
= 75
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
8.00
. 11
4.00
2.00
0.00
1080 1200 1320 1440
Time (min)
114
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 28
Total to Culverts
Hydrograph type
= Combine
Peak discharge
= 12.82 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 1 min
Hyd. volume
= 101,844 cuft
Inflow hyds.
= 7,27
Contrib. drain. area
= 1.470 ac
Q (cfs)
14.00
12.00
10.00
'. Al
4.00
2.00
Total to Culverts
Hyd. No. 28 -- 10 Year
Q (cfs)
14.00
12.00
10.00
. I1
4.00
2.00
0.00 ' I I' ' ' � 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 28 —Hyd No. 7 —Hyd No. 27 Time (min)
`P
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(tfs)
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
34.40
1
719
78,329
Existing Site
2
SCS Runoff
86.62
1
721
220,523
Existing Offsite to EB 1
3
Reach
76.29
1
725
220,521
2
Ex Site to EB 1
4
Combine
157.03
1
722
441,045
2,3
—
—
Total Existing at EB 1
6
SCS Runoff
44.60
1
721
114,917
Site to Pond
7
Reservoir
17.78
1
731
114,915
6
495.37
41,208
Sediment Basin/Pond
8
Reach
18.01
1
730
114,905
7
Pond to EB 1
9
SCS Runoff
82.42
1
721
209,813
Pro Offsite to EB 1
10
Combine
92.18
1
722
324,718
8,9
Total Proposed Volume to EB 1
12
Reach
155.47
1
724
441,044
4
----
Ex EB 1 to Point B
13
Reach
90.72
1
724
324,707
10
Pro EB 1 to Point B
14
SCS Runoff
13.74
1
720
34,774
Additional Offsite to Point B
15
Combine
166.60
1
724
475,818
12,14
--
--
Ex Total at Point B
16
Combine
101.85
1
724
359,480
13, 14,
--
--
Pro Total at Point B
18
Reach
166.55
1
725
475,817
15
--
--
Ex B to Point C
19
Reach
101.80
1
725
359,481
16
--
Pro B to Point C
20
SCS Runoff
796.86
1
726
2,640,118
Offsite to Point C
21
Combine
961.42
1
726
3,115,935
18,20
---
Ex To Point C
22
Combine
897.20
1
726
2,999,597
19, 20,
--
--
Prot To Point C
24
SCS Runoff
14.19
1
719
32,381
--
--
Existing Site Area to EB 2
25
SCS Runoff
1.754
1
718
3,575
Pro Site to EB 2
27
SCS Runoff
10.46
1
718
21,433
--
Additional Area to to Culverts
28
Combine
19.81
1
725
136,348
7,27
Total to Culverts
Ponds-Updinted 9-13-22.gpw
Return Period: 25 Year
Friday, 09 / 16 / 2022
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Peak discharge
= 34.40 cfs
Storm frequency
= 25 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 78,329 cult
Drainage area
= 5.540 ac
Curve number
= 75*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 9.10 min
Total precip.
= 6.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.070 x 98) + (5.290 x 75) + (0.180 x 80)] 15.540
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Existing Site
Hyd. No. 1 -- 25 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
`Km
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3130 by Autodesk, Inc. J2022
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 15.030 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.71 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(12.370 x 75) + (2.660 x 86)] / 15.030
Q (cfs)
90.00
70.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Offsite to EB 1
Hyd. No. 2 -- 25 Year
Friday, 09/16/2022
= 86.62 cfs
= 721 min
= 220,523 cuft
= 77`
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
90.00
70.00
50.00
40.00
30.00
s411111 f
10.00
0.00 ' ' I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
118
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® civil 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Peak discharge
= 76.29 cfs
Storm frequency
= 25 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 220,521 cuft
Inflow hyd. No.
= 2 - Existing Offsite to EB 1
Section type
= Trapezoidal
Reach length
= 898.0 ft
Channel slope
= 8.7 %
Manning's n
= 0.025
Bottom width
= 164.0 ft
Side slope
= 3.0:1
Max. depth
= 0.1 ft
Rating curve x
= 0.586
Rating curve m
= 1.392
Ave. velocity
= 2.39 ft/s
Routing coeff.
= 0.2004
Modified Aft -Kin routing method used
Q (cfs)
90.00
70.00
50.00
40.00
30.00
20.00
10.00
Ex Site to EB 1
Hyd. No. 3 -- 25 Year
Q (cfs)
90.00
70.00
50.00
40.00
30.00
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. 3 —Hyd No. 2 Time (min)
11V
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 157.03 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 441,045 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 15.030 ac
Q (cfs
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 —Hyd No. 2 —Hyd No. 3 Time (min)
1PW
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 6
Site to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 7.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.71 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] 17.090
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Site to Pond
Hyd. No. 6 -- 25 Year
Friday, 09 / 1612022
= 44.60 cfs
= 721 min
= 114,917 tuft
= 81*
= 0 ft
= 11.90 min
= Type II
= 484
Q (cfs)
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
Hyd No. 6 Time (min)
121
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
= 17.78 cfs
Storm frequency
= 25 yrs
Time to peak
= 731 min
Time interval
= 1 min
Hyd. volume
= 114,915 cult
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
= 495.37 ft
Reservoir name
= Sediment Basin/Pond
Max. Storage
= 41,208 cuft
Storage Indication method used
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 7
Sediment Basin/Pond
Hyd. No. 7 -- 25 Year
360 480 600
— Hyd No. 6
720
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
® Total storage used = 41,208 cult Time (min)
ire
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2022
Friday, 09 / 16 12022
Pond No. 1 - Sediment Basin/Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 490.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 490.00 00
0
0
2.00 492.00 3,190
2,126
2,126
4.00 494.00 13,117
15,182
17,309
6.00 496.00 22,111
34,835
52,144
8.00 498.00 31,646
53,468
105,612
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
6.00
6.00
Inactive
Crest Len (ft)
= 7.85
20.00
0.00
0.00
Span (in)
= 18.00
6.00
6.00
0.00
Crest El. (ft)
= 494.40
495.70
0.00
0.00
No. Barrels
= 1
1
1
1
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 490.00
490.00
493.40
0.00
Weir Type
= 1
Ciplti
-
---
Length (ft)
= 52.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.00
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
Contour)
Multi -Stage
= n/a
Yes
Yes
Yes
TW Elev. (ft)
= 0.00
Note: CuNerVOrifice outflows are analyzed under inlet (ic) add outlet (oc) watm. Weir risers checked for orifice conditions (ic) and submergence (a).
Stage (it) Stage / Discharge Elev (ft)
8.00 498.00
6.00 496.00
4.00 494.00
2.00 492.00
0.00 490.00
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0
Total O Discharge (cfs)
123
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® OW 3D@ by Autodesk, Inc. J2022
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Section type
Reach length
= 946.0 ft
Channel slope
Manning's n
= 0.025
Bottom width
Side slope
= 6.0:1
Max. depth
Rating curve x
= 75.312
Rating curve m
Ave. velocity
= 1413.38 ft/s
Routing coeff.
Modified Aft -Kin routing method used.
Q (cfs)
18.00
15.00
12.00
•m
.M
3.00
0.00
0 120 240
Hyd No. 8
Pond to EB 1
Hyd. No. 8 -- 25 Year
360 480 600
— Hyd No. 7
720 840 960
Friday, 09/16/2022
= 18.01 cfs
= 730 min
= 114,905 cuft
= Trapezoidal
= 7.4 %
= 0.1 ft
= 1.5 ft
= 0.330
= 1.8733
Q (cfs)
18.00
15.00
12.00
. e1
3.00
' ' 0.00
1080 1200 1320 1440 1560
Time (min)
124
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3130 by Autodesk, Inc. J2022
Hyd. No. 9
Pro Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 14.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.71 in
Storm duration
= 24 hrs
` Composite (Area/CN) = [(11.650 x 75) + (2.650 x 86)] / 14.300
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
Friday, 09/16/2022
Peak discharge
= 82.42 cfs
Time to peak
= 721 min
Hyd. volume
= 209,813 cuft
Curve number
= 77`
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 13.10 min
Distribution
= Type II
Shape factor
= 484
Q (Cfs)
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. 9 Time (min)
Pro Offsite to EB 1
Hyd. No. 9 -- 25 Year
125
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 10
Total Proposed Volume to EB 1
Hydrograph type = Combine
Peak discharge
= 92.18 cfs
Storm frequency = 25 yrs
Time to peak
= 722 min
Time interval = 1 min
Hyd. volume
= 324,718 cuft
Inflow hyds. = 8, 9
Contrib. drain. area
= 14.300 ac
Total Proposed Volume to EB 1
Q (Gf5) Hyd. No. 10 -- 25 Year Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
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. 10 —Hyd No. 8 —Hyd No. 9 Time (min)
126
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(tfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cub)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
51.49
1
719
118,965
Existing Site
2
SCS Runoff
128.08
1
721
330,923
Existing Offsite to EB 1
3
Reach
115.10
1
724
330,921
2
Ex Site to EB 1
4
Combine
235.93
1
722
661,845
2,3
—
—
Total Existing at EB 1
6
SCS Runoff
64.22
1
721
168,549
----
--
Site to Pond
7
Reservoir
37.91
1
728
168,547
6
496.12
55,275
Sediment Basin/Pond
8
Reach
37.93
1
729
168,533
7
Pond to EB 1
9
SCS Runoff
121.86
1
721
314,851
Pro Offsite to EB 1
10
Combine
140.07
1
721
483,384
8,9
Total Proposed Volume to EB 1
12
Reach
233.76
1
724
661,844
4
Ex EB 1 to Point B
13
Reach
138.45
1
723
483,377
10
—
Pro EB 1 to Point B
14
SCS Runoff
19.22
1
720
49,658
Additional Offsite to Point B
15
Combine
249.47
1
723
711,502
12,14
Ex Total at Point B
16
Combine
155.61
1
722
533,034
13, 14,
Pro Total at Point B
18
Reach
249.42
1
724
711,501
15
--
Ex B to Point C
19
Reach
155.42
1
723
533,035
16
--
Pro B to Point C
20
SCS Runoff
1287.62
1
726
4,229,597
--
--
Offsite to Point C
21
Combine
1532.53
1
726
4,941,102
18,20
Ex To Point C
22
Combine
1438.93
1
726
4,762,633
19, 20,
--
Prot To Point C
24
SCS Runoff
21.09
1
719
48,883
--
--
Existing Site Area to EB 2
25
SCS Runoff
3.137
1
718
6,300
--
Pro Site to EB 2
27
SCS Runoff
15.61
1
717
32,553
--
--
Additional Area to to Culverts
28
Combine
40.31
1
727
201,100
7,27
--
Total to Culverts
Ponds -Updated 9-13-22.gpw
Return Period: 100 Year
Friday, 09 / 16 / 2022
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 5.540 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.070 x 98) + (5.290 x 75) + (0.180 x 80)] 15.540
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Site
Hyd. No. 1 -- 100 Year
Friday, 09 / 1612022
= 51.49 cfs
= 719 min
= 118,965 cuft
= 75*
= 0 ft
= 9.10 min
= Type II
= 484
Q (cfs)
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
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 15.030 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
` Composite (Area/CN) _ [(12.370 x 75) + (2.660 x 86)] 115.030
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Offsite to EB 1
Hyd. No. 2 -- 100 Year
Friday, 09 / 1612022
= 128.08 cfs
= 721 min
= 330,923 cuft
= 77*
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
129
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Peak discharge
= 115.10 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 330,921 cuft
Inflow hyd. No.
= 2 - Existing Offsite to EB 1
Section type
= Trapezoidal
Reach length
= 898.0 ft
Channel slope
= 8.7 %
Manning's n
= 0.025
Bottom width
= 164.0 ft
Side slope
= 3.0:1
Max. depth
= 0.1 ft
Rating curve x
= 0.586
Rating curve m
= 1.392
Ave. velocity
= 2.67 ft/s
Routing coeff.
= 0.2212
Modified Att-Kin routing method used
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Ex Site to EB 1
Hyd. No. 3 -- 100 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 —Hyd No. 2 Time (min)
`Kn:
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 235.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 661,845 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 15.030 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Total Existing at EB 1
Hyd. No. 4 -- 100 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 —' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 —Hyd No. 2 —Hyd No. 3 Time (min)
131
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 6
Site to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 7.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] 17.090
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Site to Pond
Hyd. No. 6 -- 100 Year
Friday, 09 / 1612022
= 64.22 cfs
= 721 min
= 168,549 cuft
= 81*
= 0 ft
= 11.90 min
= Type II
= 484
Q (cfs)
70.00
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
Hyd No. 6 Time (min)
132
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
= 37.91 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 168,547 cuft
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
= 496.12 ft
Reservoir name
= Sediment Basin/Pond
Max. Storage
= 55,275 cult
Storage Indication method used.
Q (cfs)
70.00
50.00
30.00
20.00
10.00
Sediment Basin/Pond
Hyd. No. 7 -- 100 Year
Q (cfs)
70.00
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
— Hyd No. 7 —Hyd No. 6 ®Total storage used = 55,275 cult Time (min)
133
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Peak discharge
= 37.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 729 min
Time interval
= 1 min
Hyd. volume
= 168,533 cuft
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Section type
= Trapezoidal
Reach length
= 946.0 ft
Channel slope
= 7.4 %
Manning's n
= 0.025
Bottom width
= 0.1 ft
Side slope
= 6.0:1
Max. depth
= 1.5 ft
Rating curve x
= 75.312
Rating curve m
= 0.330
Ave. velocity
= 303.63 ft/s
Routing coeff.
= 1.5212
Modified Att-Kin routing method used
Q (cfs)
40.00
30.00
20.00
10.00
Pond to EB 1
Hyd. No. 8 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 8
— Hyd No. 7
Q (cfs)
40.00
30.00
20.00
10.00
' _ 0.00
1080 1200 1320 1440 1560
Time (min)
134
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 9
Pro Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 14.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
` Composite (Area/CN) _ [(11.650 x 75) + (2.650 x 86)] 114.300
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pro Offsite to EB 1
Hyd. No. 9 -- 100 Year
Friday, 09 / 1612022
= 121.86 cfs
= 721 min
= 314,851 cuft
= 77*
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)
135
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022 Friday, 09 / 16 / 2022
Hyd. No. 10
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 140.07 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 483,384 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 14.300 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Total Proposed Volume to EB 1
Hyd. No. 10 -- 100 Year
Q (cfs)
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. 10 —Hyd No. 8 —Hyd No. 9 Time (min)
191f,
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(tfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cub)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
51.49
1
719
118,965
Existing Site
2
SCS Runoff
128.08
1
721
330,923
Existing Offsite to EB 1
3
Reach
115.10
1
724
330,921
2
Ex Site to EB 1
4
Combine
235.93
1
722
661,845
2,3
—
—
Total Existing at EB 1
6
SCS Runoff
64.22
1
721
168,549
----
--
Site to Pond
7
Reservoir
37.91
1
728
168,547
6
496.12
55,275
Sediment Basin/Pond
8
Reach
37.93
1
729
168,533
7
Pond to EB 1
9
SCS Runoff
121.86
1
721
314,851
Pro Offsite to EB 1
10
Combine
140.07
1
721
483,384
8,9
Total Proposed Volume to EB 1
12
Reach
233.76
1
724
661,844
4
Ex EB 1 to Point B
13
Reach
138.45
1
723
483,377
10
—
Pro EB 1 to Point B
14
SCS Runoff
19.22
1
720
49,658
Additional Offsite to Point B
15
Combine
249.47
1
723
711,502
12,14
Ex Total at Point B
16
Combine
155.61
1
722
533,034
13, 14,
Pro Total at Point B
18
Reach
249.42
1
724
711,501
15
--
Ex B to Point C
19
Reach
155.42
1
723
533,035
16
--
Pro B to Point C
20
SCS Runoff
1287.62
1
726
4,229,597
--
--
Offsite to Point C
21
Combine
1532.53
1
726
4,941,102
18,20
Ex To Point C
22
Combine
1438.93
1
726
4,762,633
19, 20,
--
Prot To Point C
24
SCS Runoff
21.09
1
719
48,883
--
--
Existing Site Area to EB 2
25
SCS Runoff
3.137
1
718
6,300
--
Pro Site to EB 2
27
SCS Runoff
15.61
1
717
32,553
--
--
Additional Area to to Culverts
28
Combine
40.31
1
727
201,100
7,27
--
Total to Culverts
Ponds -Updated 9-13-22.gpw
Return Period: 100 Year
Friday, 09 / 16 / 2022
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 5.540 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.070 x 98) + (5.290 x 75) + (0.180 x 80)] 15.540
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Site
Hyd. No. 1 -- 100 Year
Friday, 09 / 1612022
= 51.49 cfs
= 719 min
= 118,965 cuft
= 75*
= 0 ft
= 9.10 min
= Type II
= 484
Q (cfs)
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
Hyd No. 1 Time (min)
fUf,
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 15.030 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
` Composite (Area/CN) _ [(12.370 x 75) + (2.660 x 86)] 115.030
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Offsite to EB 1
Hyd. No. 2 -- 100 Year
Friday, 09 / 1612022
= 128.08 cfs
= 721 min
= 330,923 cuft
= 77*
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
139
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Peak discharge
= 115.10 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 330,921 cuft
Inflow hyd. No.
= 2 - Existing Offsite to EB 1
Section type
= Trapezoidal
Reach length
= 898.0 ft
Channel slope
= 8.7 %
Manning's n
= 0.025
Bottom width
= 164.0 ft
Side slope
= 3.0:1
Max. depth
= 0.1 ft
Rating curve x
= 0.586
Rating curve m
= 1.392
Ave. velocity
= 2.67 ft/s
Routing coeff.
= 0.2212
Modified Att-Kin routing method used
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Ex Site to EB 1
Hyd. No. 3 -- 100 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 —Hyd No. 2 Time (min)
iElf,
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 235.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 661,845 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 15.030 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Total Existing at EB 1
Hyd. No. 4 -- 100 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 —' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 —Hyd No. 2 —Hyd No. 3 Time (min)
141
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 6
Site to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 7.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] 17.090
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Site to Pond
Hyd. No. 6 -- 100 Year
Friday, 09 / 1612022
= 64.22 cfs
= 721 min
= 168,549 cuft
= 81*
= 0 ft
= 11.90 min
= Type II
= 484
Q (cfs)
70.00
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
Hyd No. 6 Time (min)
IEP4
Hydrograph Report
Hydra6ow Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
= 37.91 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 168,547 cuft
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
= 496.12 ft
Reservoir name
= Sediment Basin/Pond
Max. Storage
= 55,275 cult
Storage Indication method used.
Q (cfs)
70.00
50.00
30.00
20.00
10.00
Sediment Basin/Pond
Hyd. No. 7 -- 100 Year
Q (cfs)
70.00
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
— Hyd No. 7 —Hyd No. 6 ®Total storage used = 55,275 cult Time (min)
143
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Peak discharge
= 37.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 729 min
Time interval
= 1 min
Hyd. volume
= 168,533 cuft
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Section type
= Trapezoidal
Reach length
= 946.0 ft
Channel slope
= 7.4 %
Manning's n
= 0.025
Bottom width
= 0.1 ft
Side slope
= 6.0:1
Max. depth
= 1.5 ft
Rating curve x
= 75.312
Rating curve m
= 0.330
Ave. velocity
= 303.63 ft/s
Routing coeff.
= 1.5212
Modified Att-Kin routing method used
Q (cfs)
40.00
30.00
20.00
10.00
Pond to EB 1
Hyd. No. 8 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 8
— Hyd No. 7
Q (cfs)
40.00
30.00
20.00
10.00
' _ 0.00
1080 1200 1320 1440 1560
Time (min)
144
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 9
Pro Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 14.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
` Composite (Area/CN) _ [(11.650 x 75) + (2.650 x 86)] 114.300
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pro Offsite to EB 1
Hyd. No. 9 -- 100 Year
Friday, 09 / 1612022
= 121.86 cfs
= 721 min
= 314,851 cuft
= 77*
= 0 ft
= 13.10 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)
145
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022 Friday, 09 / 16 / 2022
Hyd. No. 10
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 140.07 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 483,384 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 14.300 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Total Proposed Volume to EB 1
Hyd. No. 10 -- 100 Year
Q (cfs)
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. 10 —Hyd No. 8 —Hyd No. 9 Time (min)
1EIR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 12
Ex EB 1 to Point B
Hydrograph type
= Reach
Peak discharge
= 233.76 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 661,844 cuft
Inflow hyd. No.
= 4 - Total Existing at EB 1
Section type
= Trapezoidal
Reach length
= 300.0 ft
Channel slope
= 4.0 %
Manning's n
= 0.100
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 1.019
Rating curve m
= 1.292
Ave. velocity
= 3.48 ft/s
Routing coeff.
= 0.6207
Modified Att-Kin routing method used
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Ex EB 1 to Point B
Hyd. No. 12 -- 100 Year
Q (cfs)
240.00
210.00
150.00
120.00
30.00
0.00 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 12 —Hyd No. 4 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 13
Pro EB 1 to Point B
Hydrograph type
= Reach
Peak discharge
= 138.45 cfs
Storm frequency
= 100 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 483,377 cuft
Inflow hyd. No.
= 10 - Total Proposed Volume t0Tuetlbn type
= Trapezoidal
Reach length
= 300.0 ft
Channel slope
= 4.0 %
Manning's n
= 0.100
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 1.019
Rating curve m
= 1.292
Ave. velocity
= 3.10 ft/s
Routing coeff.
= 0.5715
Modified Att-Kin routing method used.
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Pro EB 1 to Point B
Hyd. No. 13 -- 100 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' ' ' . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 13 —Hyd No. 10 Time (min)
IEK!
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 14
Additional Offsite to Point B
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
1.850 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.96 in
Storm duration =
24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
• ue
. M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Additional Mite to Point B
Hyd. No. 14 -- 100 Year
Friday, 09 / 1612022
= 19.22 cfs
= 720 min
= 49,658 cult
= 86
= 0 ft
= 11.20 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
. KE
3.00
0.00 —' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 14 Time (min)
`EV
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 15
Ex Total at Point B
Hydrograph type
= Combine
Peak discharge
= 249.47 cfs
Storm frequency
= 100 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 711,502 cuft
Inflow hyds.
= 12, 14
Contrib. drain. area
= 1.850 ac
Q (Cfsli
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 15 —Hyd No. 12 —Hyd No. 14 Time (min)
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 16
Pro Total at Point B
Hydrograph type
= Combine
Peak discharge
= 155.61 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 533,034 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 1.850 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Pro Total at Point B
Hyd. No. 16 -- 100 Year
Q (cfs)
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. 16 —Hyd No. 13 —Hyd No. 14 Time (min)
11611
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 18
Ex B to Point C
Hydrograph type
= Reach
Peak discharge
= 249.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 711,501 cuft
Inflow hyd. No.
= 15 - Ex Total at Point B
Section type
= Trapezoidal
Reach length
= 560.0 ft
Channel slope
= 9.0 %
Manning's n
= 0.025
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 6.112
Rating curve m
= 1.292
Ave. velocity
= 14.12 ft/s
Routing coeff.
= 0.9886
Modified Att-Kin routing method used
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
A
Ex B to Point C
Hyd. No. 18 -- 100 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 —Hyd No. 15 Time (min)
I &Yo'
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 19
Pro B to Point C
Hydrograph type
= Reach
Peak discharge
= 155.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 533,035 cuft
Inflow hyd. No.
= 16 - Pro Total at Point B
Section type
= Trapezoidal
Reach length
= 560.0 ft
Channel slope
= 9.0 %
Manning's n
= 0.025
Bottom width
= 5.0 ft
Side slope
= 3.0:1
Max. depth
= 2.0 ft
Rating curve x
= 6.112
Rating curve m
= 1.292
Ave. velocity
= 12.70 ft/s
Routing coeff.
= 0.9354
Modified Att-Kin routing method used
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Pro B to Point C
Hyd. No. 19 -- 100 Year
Q (cfs)
160.00
140.00
120.00
100.00
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. 16 Time (min)
153
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 20
Offsite to Point C
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 234.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
* Composite (Area/CN) _ [(26.110 x 80) + (62.920 x 61) + (68.540 x 55) + (76.520 x 77)] 1234.090
Q (cfs)
1288.00
1104.00
920.00
736.00
552.00
368.00
184.00
M
Mite to Point C
Hyd. No. 20 -- 100 Year
Friday, 09 / 1612022
= 1287.62 cfs
= 726 min
= 4,229,597 cuft
= 67*
= 0 ft
= 21.90 min
= Type II
= 484
Q (cfs)
1288.00
1104.00
� f w,
736.00
552.00
184.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Time (min)
154
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 21
Ex To Point C
Hydrograph type
= Combine
Peak discharge
= 1532.53 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 1 min
Hyd. volume
= 4,941,102 cuft
Inflow hyds.
= 18, 20
Contrib. drain. area
= 234.090 ac
Q (cfs
1533.00
1314.00
1095.00
876.00
657.00
438.00
219.00
Q (cfs)
1533.00
1314.00
1095.00
876.00
657.00
438.00
219.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 — Hyd No. 18 — Hyd No. 20 Time (min)
1M
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 22
Prot To Point C
Hydrograph type
= Combine
Peak discharge
= 1438.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 1 min
Hyd. volume
= 4,762,633 cuft
Inflow hyds.
= 19, 20
Contrib. drain. area
= 234.090 ac
Q (cfs)
1442.00
1236.00
1030.00
824.00
618.00
412.00
206.00
Prot To Point C
Hyd. No. 22 -- 100 Year
Q (cfs)
1442.00
1236.00
1030.00
824.00
618.00
412.00
206.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 22 —Hyd No. 19 —Hyd No. 20 Time (min)
156
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 24
Existing Site Area to EB 2
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
2.230 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.96 in
Storm duration =
24 hrs
` Composite (Area/CN) = [(0.090 x 98) + (2.140 x 75)] 12.230
Q (cfs
24.00
20.00
16.00
12.00
M
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Site Area to EB 2
Hyd. No. 24 -- 100 Year
Friday, 09 / 1612022
= 21.09 cfs
= 719 min
= 48,883 cult
= 76*
= 0 ft
= 8.80 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 24 Time (min)
IMA
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 25
Pro Site to EB 2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.137 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 6,300 cuft
Drainage area
= 0.470 ac
Curve number
= 56*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
` Composite (Area/CN) = [(0.470 x 56)] 10.470
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 25
Pro Site to EB 2
Hyd. No. 25 -- 100 Year
360 480 600 720 840 960
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
ibY::
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 09 / 1612022
Hyd. No. 27
Additional Area to to Culverts
Hydrograph type
= SCS Runoff
Peak discharge
= 15.61 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 32,553 cult
Drainage area
= 1.470 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
•M
. M
3.00
Additional Area to to Culverts
Hyd. No. 27 -- 100 Year
0.00
0 120 240 360 480 600 720
Hyd No. 27
840
Q (cfs)
18.00
15.00
12.00
M
. e1
3.00
0.00
960 1080 1200 1320
Time (min)
Hydrograph Report
Hydraflm Hydrographs Extension for Autodesk® CMI 3D@ by Autodesk, Inc. J2022
Friday, 09 / 16 / 2022
Hyd. No. 28
Total to Culverts
Hydrograph type
= Combine
Peak discharge
= 40.31 cfs
Storm frequency
= 100 yrs
Time to peak
= 727 min
Time interval
= 1 min
Hyd. volume
= 201,100 cuft
Inflow hyds.
= 7,27
Contrib. drain. area
= 1.470 ac
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 28
Total to Culverts
Hyd. No. 28 -- 100 Year
360 480 600
— Hyd No. 7
720
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
— Hyd No. 27 Time (min)
106%
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Sep 16 2022
Ditch Culverts- 10 Year Storm Event
Invert Elev Dn (ft)
= 100.00
Calculations
Pipe Length (ft)
= 20.00
Qmin (cfs)
= 12.82
Slope (%)
= 8.00
Qmax (cfs)
= 12.82
Invert Elev Up (ft)
= 101.60
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 12.82
No. Barrels
= 1
Qpipe (cfs)
= 12.82
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.64
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 6.00
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 101.64
HGL Up (ft)
= 102.89
Embankment
Hw Elev (ft)
= 103.53
Top Elevation (ft)
= 110.00
Hw/D (ft)
= 0.96
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 0.00
0. M
M" Culver 10 Year Storm Event
n. ore�n m,
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Outlet from Ditch
DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL
MINIMUM TAILWATER CONDITION (Tw < 0.5 DIAMETER)
30
Outlet W = Do + La
Pipe 2 min. I
Diameter, Da 1 Il
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'lwater < 0.5Da Q 11
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Site Information
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Site Area
m weF.eaman R.amea lro/wl
-pax
Nitrogen tads (Informational Parana
Only)
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165
Site Results (Water Quality Compliance)
Area Checks
DA. A
DA, B
D.A. C
D.A. D
D.A. E
AREA CHECK
FOREST/OPEN SPACE Ia[)
Dw
O.m
O.m
O.m
0.D0
OIL
IMPERMusccVER (a[)
DOD
DOD
O.m
DOD
0.00
OIL
IMPERVIOUSCOVERTRFATED(a[)
Dw
0.m
O.m
DOD
O.C9
OK
bNNAGEDTURFAREA(a[)
MOD
O.m
0.00
MOD
GM
OK
MANAGEOTURFARULTREATEO(at)
O.m
OM
am
Om
0.00
OK
AInAMECK
DR.
OR.
OR.
OK
OR.
Site Treatment Volume (fe)
17•0M
Runoff Reduction Volume and TP By Drainage Area
DA. A
OA. B
DA. C
DA.O
D.A. E
TOTAL
FFRION
RUNOEOUCEVOLUMEACNIEVEDfl
0
0
0
0
0
0
TPLOAOAVAIWBIE MR REMOVM IIb/yr)
Mw
O.m
O.m
O.m
0.00
0.00
W
1P LOAO RECFON IACHIEVED IIb/yr)
0.00
O.W
0.00
0.m
0.00
0.00
W LOAD REMAINING IIb/yr)
0.00
0.00
0.00
0.00
0.00
0.00
MIIROGMU1ADREOUCTI6NMxIEvsD llb/yr)
OW
O.m
0.m
DOD
0.00
0.00
Total Phosphorus
RMMPOsr-DEVELCI MENTWIDAD(ro/yr)
10.71
TP LOAD REDUMON REQUIRED (tb/yr)
-0.01
W LOAD REWCIION ACHIEVED Im/yr)
0OD
W IDAD REMAINING pb/yr):
10.71
REMAINING W LOAD REDUCTION REQUIRED (lb/yr):
0.00
"TARGET TP REDULTION EXCEEDED BY 0.02 M/YEAR"
Total Nitrogen (For Information Purposes)
FOST EIOPMEM IOAO pb/yr)
]6.59
NITROGEN!LOAD REWCUON MMTEVED IN/yrl
0.00
RM EAINTNGPOST-0EVELOPMENT NOROGFNLOADIIb/y.l
J .59