HomeMy WebLinkAboutWPO202100033 Calculations 2022-06-02Albemarle 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
APPROVED
by the Albemarle County
Community Development Department
Date 06/2/22
File WP020210003T—
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Blackwell Engineering, PLC
566 East Market St - Harrisonburg. Virginia 22801 - (540) 432-9555 - www.BlackwellEngineeang. com
BE 9 2888
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Table of Contents
Description
Page
ESC Narrative
1
Soils Map
8
Energy Balance Calcs
21
TC Calcs
27
Flow Calcs
27
Ditch Cross sections
33
LD-229 & 347
43
Hydroflow caics
1 Year Storm Event
45
2 Year Storm Event
63
10 Year Storm Event
79
25 Year Storm Event (For Sediment Basin)
95
100 Year Storm Event
104
Level Spreader Sizing
120
V RRM
125
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 9 percent and around 500
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
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. Construction Road Stabilization— 3.03
The temporary stabilization of access roads, subdivision roads, parking areas, and other
on -site vehicle transportation routes shall be implemented with stone immediately after
grading.
2. 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.
3. 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.
4. 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.
5. 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.
6. 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.
7. Outlet Protection — 3.18
Riprap shall be placed at the outlets of all pipes and storm water structures.
8. Level Spreader — 3.21
An outlet for culverts and diversions consisting of an excavated depression constructed at
zero grade across a slope shall be constructed as shown on the plans.
Blackwell Engineering, PLC
566 East Market St
Harrisonburg, VA 22801
BE 2888 - Troxell Poultry House — ESC Plan
9. 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 fine -grading them.
10. Tonsoiling — 3.30
Topsoil shall be applied to rough graded areas and fine graded to achieve finished grade
before permanent seeding is applied.
11. 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.
12. 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.
13. Mulching — 3 .35
Mulch shall be applied to denuded surfaces at finished grade not otherwise stabilized with
vegetative ground cover.
14. Soil Stabilization Blankets and Matting — 3.36
Soil stabilization matting shall be installed on a prepared planting area where shown on the
plan.
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
Blackwell Engineering, PLC
566 East Market St
Harrisonburg, VA 22801
BE 2888 - Troxell Poultry House — ESC Plan
fiber) shall be used on relatively flat areas and shall be applied as a second step in the seeding
operation.
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
Blackwell Engineering, PLC
566 East Market St
Harrisonburg, VA 22801
BE 2888 - Troxell Poultry House — ESC Plan
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.
Stormwater Management/Water Quality
Post development water from the site collects in a dry pond on site. From the pond, the water
through an underground pipe and outlets towards the bottom of the hill. A level spreader is located
at the bottom of the pipe to disperse the water into sheet flow. The water then sheet flows the
remaining distance 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 (41 & #2) and meets channel protection via the energy
balance equation in 9VAC25-870-66.B3 at both.
For Analysis Point #1, the water from the dry pond is piped down the hill to a level spreader that
will convert the channelized flow into sheet flow. The water then flows into the tributary to Totier
Creek. The flow was analyzed on the way to the stream at Point B, where the channel is not
flooding. Though channel protection is already met through the energy balance equation as
mentioned above, velocities for both the 2 & 10 year stone event are reduced from the
predeveloped to the post developed condition. Therefore, flood protection is met via 9VAC25-
870-66.D.
At the EB analysis Point #2, 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.
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. Construction road stabilization may require periodic top dressing with additional stone or the
washing and reworking of existing stone shall be required when the stone is covered or
has been pushed into the soil and shall be returned to its original minimum depth of 6".
2. Silt fences shall be inspected immediately after each rainfall and at least daily during
Blackwell Engineering, PLC
566 East Market St
Harrisonburg, VA 22801
BE 2888 - Troxell Poultry House — ESC Plan
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.
3. 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.
4. 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.
5. 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.
6. 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.
7. Outlet protection once placed shall be checked for sediment deposit and excessive sediment
removed.
8. The level spreader shall be inspected after every rainfall and repairs made, if required. The
lip must remain at 0% slope to allow proper function of measure. The contractor should
avoid the placement of any material on and prevent construction traffic across the
structure. If the measure is damaged by construction traffic, it shall be repaired
immediately.
Blackwell Engineering, PLC
566 East Market St
Harrisonburg, VA 22801
BE 2888 - Troxell Poultry House — ESC Plan
9. 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
3 W 21' N
3A4 WN
3 Soil Map —Albemarle County, Virginia
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MAP LEGEND
Area of Interest (AOI)
0
Area of Interest(AOI)
Soils
0
Soil Map Unit Polygons
,row
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
wo
Blowout
®
Borrow Pit
Clay Spot
O
Closed Depression
Gravel Pit
Gravelly Spot
®
Landfill
k
Lava Flow
Marshorswamp
�r
Mine or Quarry
O
Miscellaneous Water
O
Perennial Water
y
Rock Outcrop
+
Saline Spot
Sandy Spot
40
Severely Eroded Spot
C
Sinkhole
Slide or Slip
Sodic Spot
Soil Map —Albemarle County, Virginia
Spoil Area
Q
Stony Spot
Very Stony Spot
Wet Spot
Other
•�
Special Line Features
Water Features
Streams and Canals
Transportation
+}r
Rails
N
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--0d
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.
USDA Natural Resources Web Soil Survey 4/12029
Conservation Service National Cooperative Soil Survey Page 2 of
Soil Map -Albemarle County.. Virginia
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
18B
Lackstom 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
Bulfstat silt loam, 2 to 7
1.0
0.3%
percent slopes
62C
Bulfstat 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 sill 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 sill 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
75133
Rapidan silly 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
Natural Resources Web Soil Survey 4/12021
Conservation Service National Cooperative Soil Survey Page 3 of 4
10
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%
PaNatural Resources Web Soil Survey 4/12021
Conservation Service National Cooperative Soil Survey Page 4 of 4
11
3 W 21' N
3A4 WN
3 K Factor, Whole Soil —Albemarle County, Virginia
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Page 1 of 4
Area of Interest (A01)
0
Area of Interest(A01)
Solis
Soil Rating Polygons
.
.02
.
.05
.
.10
0
.15
0
.17
0
.20
0
24
0
28
0
.32
0
.37
Q
.43
Q
.49
.
.55
-
.64
0
Not rated or not available
Soil Rating Lines
ry
.02
~
.05
K Factor, Whole Soil —Albemarle County, Virginia
MAPLEGEND
. 0
.24
Streams and Canals
0
.28
Transportation
0
32
Mr-r Rails
37
.+/ Interstate Highways
43
US Routes
N
49
Major Roads
~ .55
~
.64
. .
Not rated or not available
Soil Rating
Points
02
Q
05
p
10
13
15
El
17
p
20
24
28
11
32
13
37
0
.43
0
.49
55
64
Not rated or not available
Water Features
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, 201 "ct
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.
USDA Natural Resources Web Soil Survey 4/12023
Conservation Service National Cooperative Soil Survey Page 2 of
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
Lackstown 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
Minesville 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 4/1/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4
14
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
Litflejoe sill loam, 2 to 7
.37
5.3
1.7%
percent slopes
80C
Litflejoe sill 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 (Nat applicable)
Natural Resources Web Soil Survey 4/1/2021
conservation Service National Cooperative Soil Survey Page 4 of 4
15
3 W 21' N
3A4 WN
3 Hydrologic Soil Group —Albemarle County, Virginia
F
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Ci
C
C
C
C:
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.
N MetaS
0 im 2M 400 am
Feet
A 0 400 800 lom 26
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USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
I
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4/1/2026
Page 1 of 5
MAPLEGEND
Area of Interest (A01)
0
Area of Interest AOI)
Solis
Soil Rating Polygons
0
A
Q
AID
o
B
Q
BID
o
C
0
CID
0
D
0
Not rated or not available
Soil Rating Lines
. r
A
,y
AID
rV
B
ram/
B/D
N
C
N
CID
i
D
. .
Not rated or not available
Soil Rating Points
A
Q AID
O B
0 BID
Hydrologic Soil Group —Albemarle County, Virginia
0
C
CID
D
13
Not rated or not available
Water Features
Streams and Canals
Transportation
µ� Rails
N Interstate Highways
�y 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, 201 "ct
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.
USDA Natural Resources Web Soil Survey 4/1/2027
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
Lackstown 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 4/12021
Conservation Service National Cooperative Soil Survey Page 3 of 5
18
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
Litflejoe sill loam, 2 to 7
B
5.3
1.7%
percent slopes
80C
Litflejoe sill 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%
PaNatural Resources Web Soil Survey 4/12021
Conservation Service National Cooperative Soil Survey Page 4 of 5
19
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 Specified
Tie -break Rule: Higher
Natural Resources Web Soil Survey 4/12021
Conservation Service National Cooperative Soil Survey Page 5 of 5
20
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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
Qoost= Allowable post -development peak discharge from site (includes offsite run-on)
QD= 15.08 CFS
QPre, site Pre -development peak discharge from site
QPre, site 7.24 CFS
RVpre, sire = Pre -development runoff volume from site
RVpre, site 16662 cu ft
RVPost, sae = Post -development runoff volume from site
RVPost, sae= 33082 eu ft
Qpost, off site= Post -development peak discharge from off site
Qosst, off sae= 14.16 CFS
*Qoost < I. F.*(QPre, Sae*(RVPre, Sae/RVPost, sae)+QPre, off sae
15.08 <_ 17.08
*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
21
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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
QDweloWd = 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 tuft
QD.loped :5 I.F -*(QPre-devebped* RVPre-Developed)IRVDeveloped
0.08 <_ 61.10
Qdeveloped < or = QPre-Developed
YES
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
P%
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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: T, = 0.9 min.
T, = 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: T� = 0.0 min.
Subtotal T, = 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%
23
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
1.) Area =
TC Calculations - Rational Method
Existing Site Area to Energy Balance Point 2
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 = 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: T, _
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: Tc = 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 T,: T, = 8.8 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Slope
6.0%
5.6%
24
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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: T, = 0.6 min.
T, = 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: T� = 3.8 min.
Subtotal T, = 3.8 min.
d. Total T,: TC = 11.9 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
25
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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 = 1000 ft. Height = 86 ft.
Average velocity = 4.7 fps (unpaved)
VDOT Drainage Manual Appendix 6D-6: T, = 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: Tc = 0.0 min.
L = 608 ft. Height = 30 ft.(unpaved; 4.9%
VDOT Drainage Manual Appendix 6D-5: Tc = 3.6 min.
Subtotal T, = 3.6 min.
d. Total TC: T, = 14.8 min.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
26
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
1.) Area =
Runoff Calculations - Rational Method
DI #1-4
0.50 ac
2.) C = 0.71
3.) Time of Concentration
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
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 =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
L = 0 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
T, = U60V Subtotal TC _
0 ft.
0.0 fps (paved)
0.0 min.
0 ft.
0.0 fps(unpaved)
0.0 min.
0.0 min.
Slope
4.7%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min.
L = 151 ft. Height = 1.5 ft.(unpaved; 1.0%
VDOT Drainage Manual Appendix 6D-5: Tc = 2.4 min.
Subtotal T, = 2.4 min.
d. Total TC: T, = 5.2 min.
4.) Rainfall Intensities:
For TC = 5 min. 12 = 5.04 iph
Ito = 6.54 iph
5.) Proposed Flows:
Q=ACI
Q2 = 1.80 cfs
Q,o = 2.33 cfs
125 =
7.48
iph
I100 =
8.59
iph
Q25 =
2.66
cfs
Q100 =
3.06
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
PrA
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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: T� = 7.6 min.
b. Shallow: (1000' max) L = 0 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
L = 0 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
T, = U60V Subtotal TC _
0 ft.
0.0 fps (paved)
0.0 min.
0 ft.
0.0 fps(unpaved)
0.0 min.
0.0 min.
Slope
6.0%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min.
L = 170 ft. Height = 3.8 ft.(unpaved; 2.2%
VDOT Drainage Manual Appendix 6D-5: Tc = 1.9 min.
Subtotal T, = 1.9 min.
d. Total TC: TC = 9.5 min.
4.) Rainfall Intensities:
For TC = 9 min. 12 = 4.19 iph
110 = 5.47 iph
5.) Proposed Flows:
Q=ACI
Q2 = 2.01 cfs
Q,o = 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
28
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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: T� = 5.5 min.
b. Shallow: (1000' max) L = 0 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
L = 0 ft. Height =
Average velocity =
VDOT Drainage Manual Appendix 6D-6: T, _
T, = U60V Subtotal TC _
0 ft.
0.0 fps (paved)
0.0 min.
0 ft.
0.0 fps(unpaved)
0.0 min.
0.0 min.
Slope
6.4%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min.
L = 151 ft. Height = 4.8 ft.(unpaved; 3.2%
VDOT Drainage Manual Appendix 6D-5: Tc = 1.5 min.
Subtotal T, = 1.5 min.
Total TC: TC = 7.0 min.
4.) Rainfall Intensities:
For TC = 7 min. 12 = 4.57 iph
110 = 5.95 iph
5.) Proposed Flows:
Q=ACI
Q2 = 1.65 cfs
Q10 = 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
29
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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: 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: T, = 0.6 min.
T, = U60V Subtotal TC = 0.6 min.
Slope
6.0%
10.8%
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min.
L = 247 ft. Height = 2.7 ft.(unpaved; 1.1%
VDOT Drainage Manual Appendix 6D-5: Tc = 3.3 min.
Subtotal T, = 3.3 min.
d. Total TC: T, = 11.4 min.
4.) Rainfall Intensities:
For TC = 11 min. 12 = 3.87 iph
110 = 5.07 iph
5.) Proposed Flows:
Q=ACI
Q2 = 3.28 cfs
Q,o = 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
30
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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: T� = 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: T� = 3.6 min.
T, = U60V Subtotal T. = 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 TC = 10 min. IZ = 4.02 iph
lip = 5.26 iph
5.) Proposed Flows:
Q=ACI
Q2 = 24.07 cfs
Q,o = 31.51 cfs
125 =
6.05
iph
lion =
6.97
iph
Q25 =
36.20
cfs
Qioo =
41.71
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Slope
15.0%
8.1 %
31
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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: T� = 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: T� = 3.5 min.
T, = U60V Subtotal TC = 3.5 min.
c. Channel: L = 0 ft. Height = 0 ft.(paved)
VDOT Drainage Manual Appendix 6D-5: Tc = 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: TC = 9.9 min.
4.) Rainfall Intensities:
For TC = 10 min. 12 = 4.02 iph
lip = 5.26 iph
5.) Proposed Flows:
Q=ACI
Q2 = 22.23 cfs
Clio = 29.09 cfs
125 =
6.05
iph
lion =
6.97
iph
Q25 =
33.42
cfs
Qioo =
38.51
cfs
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Slope
15.0%
8.2%
32
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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 ft
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
DITCH CROSS-SECTION
F]
L2 14
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
� Ditch
—2Yr
---10 Yr
33
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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 ft
VxR=
0.322
Manning's n =
0.130
Flowrate =
2.01 cfs
Manning's Equation Velocity =
0.69 fps
Freeboard =
0.52 ft
I
1.4
1.2
1
L
Y w 8 0.
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 ft
0.456
0.080
2.62 cfs
1.06 fps
0.59 ft
12
Ditch
—2 Yr
---10 Yr
U
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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
I
1.4
1.2
1
L
Y
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
2.14 cfs
1.00 %
D (Mowed Grass)
3:1
3:1
Oft
1.5 ft
10 Year
1.01
3.05 sf
0.48 ft
0.335
0.130
2.14 cfs
0.70 fps
0.49 ft
12
Ditch
—2Yr
---10 Yr
35
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
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
r 0.8
a
0 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
4
20
Ditch
—2 Yr
---10 Yr
36
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
Project Name:
Troxell Poultry House
Project # :
2888
Existing Conditions at Energy Balance Point #1
- Velocity and Depth Calculations
2 Year
10 Year
Discharge (Q) =
cfs
cfs
Channel Slope (S) =
32.00 %
32.00 %
Retardance Level =
Hay
Hay
Left side slope =
3 : 1
3 : 1
Right side slope =
3 : 1
3 : 1
Bottom width =
164 ft
164 ft
Total Depth =
0.1 ft
0.1 ft
Flow Depth d =
Flow Area A =
Hydraulic radius R =
VxR=
Manning's n =
Flowrate =
Manning's Equation Velocity =
Freeboard =
0.12
0.1
0.08
L
Y
m 0.06
0.04
0.02
0
0
2 Year
10 Year
0.05 ft
0.08 ft
8.29 sf
13.22 sf
0.05 ft
0.08 ft
0.166
0.360
0.035
0.035
27.26 cfs
59.30 cfs
3.29 fps
4.48 fps
0.05 ft
0.02 ft
DITCH CROSS-SECTION
50 100 150 200
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Ditch
—2 Yr
---10 Yr
37
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
Project Name:
Troxell Poultry House
Project # :
2888
Proposed Conditions at Energy Balance Point #1
- Velocity and Depth Calculations
2 Year
10 Year
Discharge (Q) =
18.12 cfs
36.47 cfs
Channel Slope (S) =
32.00 %
32.00 %
Retardance Level =
Hay
Hay
Left side slope =
3 : 1
3 : 1
Right side slope =
3 : 1
3 : 1
Bottom width =
164 ft
164 ft
Total Depth =
0.1 ft
0.1 ft
Flow Depth d =
Flow Area A =
Hydraulic radius R =
VxR=
Manning's n =
Flowrate =
Manning's Equation Velocity =
Freeboard =
0.12
0.1
0.08
L
Y
m 0.06
0.04
0.02
0
0
2 Year
10 Year
0.04 ft
0.06 ft
6.48 sf
9.93 sf
0.04 ft
0.06 ft
0.110
0.224
0.035
0.035
18.10 cfs
36.83 cfs
2.79 fps
3.71 fps
0.06 ft
0.04 ft
DITCH CROSS-SECTION
50 100 150
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
200
Ditch
—2 Yr
---10 Yr
38
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
Project Name:
Troxell Poultry House
Project # :
2888
Ex Area to
Point A - Velocity and Depth Calculations
2 Year
10 Year
Discharge (Q) =
24.07 cfs
31.51 cfs
Channel Slope (S) =
10.00 %
10.00 %
Retardance Level =
D (Mowed Grass)
D (Mowed Grass)
Left side slope =
50 :1
50 :1
Right side slope =
50 :1
50 :1
Bottom width =
5 ft
5 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
0.42
0.44
10.85 sf
12.00 sf
0.23 ft
0.24 ft
0.514
0.640
0.080
0.070
24.10 cfs
31.52 cfs
2.22 fps
2.63 fps
0.58 ft
0.56 ft
DITCH CROSS-SECTION
20 40 60 s0 100
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
120
Ditch
—2Yr
---10 Yr
39
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
Project Name:
Troxell Poultry House
Project # :
2888
Pro Area to
Point A - Velocity and Depth Calculations
2 Year
10 Year
Discharge (Q) =
22.23 cfs
29.09 cfs
Channel Slope (S) =
10.00 %
10.00 %
Retardance Level =
D (Mowed Grass)
D (Mowed Grass)
Left side slope =
50 :1
50 :1
Right side slope =
50 :1
50 :1
Bottom width =
5 ft
5 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
0.40
0.43
10.20 sf
11.32 sf
0.22 ft
0.24 ft
0.488
0.609
0.080
0.070
22.20 cfs
29.16 cfs
2.18 fps
2.57 fps
0.60 ft
0.57 ft
DITCH CROSS-SECTION
20 40 60 s0 100
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
120
Ditch
—2Yr
---10 Yr
40
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
Project Name: Troxell Poultry House
Project # : 2888
Existing to Point B - Velocity
and Depth Calculations"
2 Year
10 Year
Discharge (Q) =
47.19 cfs
99.70 cfs
Channel Slope (S) =
7.00 %
7.00 %
Retardance Level =
Hay
Hay
Left side slope =
4.75 : 1
4.75 : 1
Right side slope =
4.75 : 1
4.75 : 1
Bottom width =
2 ft
2 ft
Total Depth =
4 ft
4 ft
2 Year
10 Year
Flow Depth d =
0.95 ft
1.32 ft
Flow Area A =
6.23 sf
10.87 sf
Hydraulic radius R =
0.55 ft
0.74 ft
V x R =
4.197
6.744
Manning's n =
0.035
0.035
Flowrate =
47.24 cfs
99.68 cfs
Manning's Equation Velocity =
7.59 fps
9.17 fps
Freeboard =
3.05 ft
2.68 ft
a.s
a
3.5
3
2.5
a
w 2
1.5
1
0.5
0
0
DITCH CROSS-SECTION
10 20 30 40
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
50
Ditch
—2 Yr
---10 Yr
(From Hydroflov
41
File: 2888-TC 8 FLOW CALCS.xlsm
Printed: 9/8/2021
Project Name: Troxell Poultry House
Project # : 2888
Proposed to Poitn B - Velocity
and Depth Calculations"
2 Year
10 Year
Discharge (Q) =
35.03 cfs
71.15 cfs
Channel Slope (S) =
7.00 %
7.00 %
Retardance Level =
Hay
Hay
Left side slope =
4.75 : 1
4.75 : 1
Right side slope =
4.75 : 1
4.75 : 1
Bottom width =
2 ft
2 ft
Total Depth =
4 ft
4 ft
2 Year
10 Year
Flow Depth d =
0.84 ft
1.14 ft
Flow Area A =
4.99 sf
8.45 sf
Hydraulic radius R =
0.49 ft
0.65 ft
V x R =
3.468
5.446
Manning's n =
0.035
0.035
Flowrate =
35.06 cfs
71.14 cfs
Manning's Equation Velocity =
7.03 fps
8.42 fps
Freeboard =
3.16 ft
2.86 ft
a.s
a
3.5
3
2.5
a
w 2
1.5
1
0.5
0
0
DITCH CROSS-SECTION
10 20 30 40
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
50
Ditch
—2 Yr
---10 Yr
(From Hydroflov
E,K
File: 2888 LD-229.x1sm
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
I DAM
CAPA-
I CITY
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" ad'usted for pipe type and diameter.
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
43
File: 2888 LD-229.xlsm
HYDRAULIC GRADE LINE LD-347
Printed: 4/19/2021
Troxell Poultry House (BE #28881
INLET
#
Outlet
WSE
Do
Qo
Lo
Sro
%
Ht
JUNCTION LOSS
Final
H
Inlet
WSE
Rim
Elev.
Va
Ha
QI
Vi
Q,Vi
VZ
2
H,
Angle
K
HD
Hit
1.3
Ht
0.5
Hit
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
0.0610.161
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
44
Hydrograph Summary Report Hydreflow Hydrographs Extension for Autodesk®Civil 3DO by Autodesk, Inc. v2020
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
We)
(min)
(min)
(cuff)
(fl)
(cuft)
1
SCS Runoff
7.237
1
720
16,662
Existing Site
2
SCS Runoff
14.16
1
721
35,152
Existing Offsite to EB 1
3
Reach
10.55
1
726
35,147
2
Ex Site to EB 1
4
Combine
22.99
1
722
70,299
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
1.581
1
777
33,060
7
Pond to EB 1
9
Combine
15.08
1
721
68,212
2,8
Total Proposed Volume to EB 1
11
SCS Runoff
3.565
1
720
8,162
---
Existing Site Area to EB 2
12
SCS Runoff
0.080
1
721
381
---
Pro Site to EB 2
17
Reach
22.10
1
725
70,298
4
Ex EB#1 to Point B
18
Reach
14.24
1
723
68,211
9
Pro EB#1 to Point B
19
SCS Runoff
9.649
1
723
26,576
--
Additional Area to Point B
20
Combine
31.31
1
724
96,873
17,19
Ex Total at Point B
21
Combine
23.89
1
723
94,787
18, 19,
Pro Total at Point B
Ponds.gpw
Retum Period: 1 Year
Friday, 09 / 3 / 2021 45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3170 by Autodesk, Inc. v2020
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 4.810 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.070 x 98) + (4.740 x 75)] 14.810
Q (cfs)
8.00
RIM
4.00
r 11
0.00
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Site
Hyd. No. 1 -- 1 Year
360 480 600 720 840
Friday, 09 / 3 / 2021
= 7.237 cfs
= 720 min
= 16,662 cult
= 75`
= 0 ft
= 9.10 min
= Type II
= 484
Q (cfs)
8.00
4.00
2.00
' ' - 0.00
960 1080 1200 1320 1440 1560
Time (min)
46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3170 by Autodesk, Inc. v2020
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 9.970 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Q (cfs)
15.00
12.00
• 11
. 11
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Offsite to EB 7
Hyd. No. 2 -- 1 Year
Friday, 09 / 3 / 2021
= 14.16 cfs
= 721 min
= 35,152 cult
= 75
= loft
= 10.30 min
= Type II
= 484
Q (cfs)
15.00
12.00
lllll• 11
. 11
0111181
0.00 ' Tom• - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
47
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
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
= 0.00 ft/s
Modified Aft -Kin routing method used.
Q (cfs)
15.00
12.00
. 11
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 / 3 / 2021
= 10.55 cfs
= 726 min
= 35,147 cuft
= Trapezoidal
= 8.7 %
= 164.0 ft
= 0.1 ft
= 1.392
= 0.1253
Q (cfs)
15.00
12.00
. 11
0111181
720 840 960 1080 1200 1320 1440 1560
Time (min)
48
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 22.99 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 70,299 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 9.970 ac
Q (cfs)
24.00
20.00
16.00
12.00
4.00
Total Existing at EB 7
Hyd. No. 4 -- 1 Year
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. 4 —Hyd No. 2 —Hyd No. 3 Time (min)
49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2020
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)] / 7.090
Q (cfs
14.00
12.00
10.00
EM
of
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 13 12021
= 13.05 cfs
= 721 min
= 33,082 cuft
= 81*
= 0 ft
= 11.90 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
MA
"Oil]
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)
.7u
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3170 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
= 1.617 cfs
Storm frequency
= 1 yrs
Time to peak
= 751 min
Time interval
= 1 min
Hyd. volume
= 33,080 cult
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
= 493.43 ft
Reservoir name
= Sediment Basin/Pond
Max. Storage
= 12,986 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
4.00
2.00
Sediment Basin/Pond
Hyd. No. 7 -- 1 Year
Q (cfs)
14.00
12.00
10.00
l
Ill
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 Time (min)
y ®Total storage used = 12,986 cuff
51
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Friday, 091312021
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 (sgft)
Incr. Storage (tuft)
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 I%)
= 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: Cul"rt/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. 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 0 Discharge (cfs)
52
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Peak discharge
= 1.581 cfs
Storm frequency
= 1 yrs
Time to peak
= 777 min
Time interval
= 1 min
Hyd. volume
= 33,060 cuft
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Section type
= Circular
Reach length
= 943.0 ft
Channel slope
= 7.4 %
Manning's n
= 0.025
Bottom width
= 1.5 ft
Side slope
= 0.0:1
Max. depth
= 0.0 ft
Rating curve x
= 9.379
Rating curve m
= 1.250
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.0702
Modified Aft -Kin routing method used
Q (cfs)
2.00
1.00
Pond to EB 1
Hyd. No. 8 -- 1 Year
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 — Hyd No. 7
Q (cfs)
2.00
1.00
� 0.00
1440 1560
Time (min)
53
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020 Friday, 09 / 3 / 2021
Hyd. No. 9
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 15.08 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 68,212 cult
Inflow hyds. = 2, 8 Contrib. drain. area = 9.970 ac
Q (cfs)
18.00
15.00
12.00
• 11
AM
G 11
Total Proposed Volume to EB 7
Hyd. No. 9-- 1 Year
Q (cfs)
18.00
15.00
12.00
3.00
0.00 1 1 1 1 1 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 —Hyd No. 2 —Hyd No. 8 Time (min)
54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 11
Existing Site Area to EB 2
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
2.230 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
2.99 in
Storm duration =
24 hrs
' Composite (Area/CN) = [(0.090 x 98) + (2.140 x 75)] 12.230
Q (cfs)
4.00
3.00
2.00
1.00
120 240
Hyd No. 11
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. 11 -- 1 Year
360 480 600 720 840
Friday, 09 / 3 / 2021
= 3.565 cfs
= 720 min
= 8,162 cuft
= 76`
= 0 ft
= 8.80 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
' — - 0.00
960 1080 1200 1320 1440 1560
Time (min)
55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 12
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 / 3 / 2021
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
� � titititi� tititititititi � r
• titititiri tititiritititi .
0.08
0.07
� t titititititi tititititititi � �
� t � titititititi i �titititititi ' '
� � fifififififi I fififififififi � �
titititititi t rititititititi
titititititi ta�titititititi
titititititi ■�titititititi
titititititi ta�titititititi
titititititi ti�ta �tititititi
titititititi
56
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Friday, 091312021
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 (sgft)
Incr. Storage (tuft)
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 I%)
= 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: Cul"rt/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. 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 0 Discharge (cfs)
57
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 17
Ex EB#1 to Point B
Hydrograph type
= Reach
Peak discharge
= 22.10 cfs
Storm frequency
= 1 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 70,298 cuft
Inflow hyd. No.
= 4 - Total Existing at EB 1
Section type
= Trapezoidal
Reach length
= 368.0 ft
Channel slope
= 4.2 %
Manning's n
= 0.080
Bottom width
= 2.0 ft
Side slope
= 35.0:1
Max. depth
= 2.0 ft
Rating curve x
= 2.404
Rating curve m
= 1.042
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.3659
Modified Aft -Kin routing method used
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
0 120 240
Hyd No. 17
Ex E13#1 to Point B
Hyd. No. 17 -- 1 Year
360 480 600
— Hyd No. 4
720 840
Q (cfs)
24.00
20.00
16.00
12.00
4.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
58
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020 Friday, 09 / 3 / 2021
Hyd. No. 18
Pro EB#1 to Point B
Hydrograph type =
Storm frequency =
Time interval =
Inflow hyd. No. =
Reach length =
Manning's n =
Side slope =
Rating curve x =
Ave. velocity =
Modified Aft -Kin routing method used.
Q (cfS)
Reach Peak discharge
1 yrs Time to peak
1 min Hyd. volume
9 - Total Proposed Volume to Si�dtion type
368.0 ft Channel slope
0.080 Bottom width
35.0:1 Max. depth
2.404 Rating curve m
0.00 ft/s Routing coeff.
Pro EB#1 to Point B
Hyd. No. 18 -- 1 Year
= 14.24 cfs
= 723 min
= 68,211 cuft
= Trapezoidal
= 4.2 %
= 2.0 ft
= 2.0 ft
= 1.042
= 0.3608
Q (Cfs)
18.00
18.00
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 18 —Hyd No. 9
3.00
0.00
1320 1440 1560
Time (min)
59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2020
Hyd. No. 19
Additional Area to Point B
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
6.880 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
2.99 in
Storm duration =
24 hrs
` Composite (Area/CN) = [(3.200 x 75) + (3.680 x 79)116.880
Q (cfs)
10.00
. M
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Additional Area to Point B
Hyd. No. 19 -- 1 Year
Friday, 09 13 12021
= 9.649 cfs
= 723 min
= 26,576 cuft
= 77*
= 0 ft
= 14.80 min
= Type II
= 484
Q (cfs)
10.00
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. 19 Time (min)
au
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 20
Ex Total at Point B
Hydrograph type
= Combine
Peak discharge
= 31.31 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 96,873 cult
Inflow hyds.
= 17, 19
Contrib. drain. area
= 6.880 ac
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 20 —Hyd No. 17 —Hyd No. 19 Time (min)
61
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 21
Pro Total at Point B
Hydrograph type
= Combine
Peak discharge
= 23.89 cfs
Storm frequency
= 1 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 94,787 cult
Inflow hyds.
= 18, 19
Contrib. drain. area
= 6.880 ac
Q (cfs)
24.00
20.00
16.00
12.00
4.00
Pro Total at Point B
Hyd. No. 21 -- 1 Year
Q (cfs)
24.00
20.00
16.00
12.00
4.00
'I - 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 —Hyd No. 18 —Hyd No. 19 Time (min)
:Y1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3DO by Autodesk, Inc. v2020
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
We)
(min)
(min)
(cult)
M
(cuft)
1
SCS Runoff
10.67
1
720
24,225
Existing Site
2
SCS Runoff
20.95
1
721
51,108
Existing Offsite to EB 1
3
Reach
16.32
1
726
51,105
2
Ex Site to EB 1
4
Combine
35.09
1
722
102,213
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
2.320
1
767
45,737
7
Pond to EB 1
9
Combine
22.14
1
721
96,846
2,8
Total Proposed Volume to EB 1
11
SCS Runoff
5.191
1
720
11,762
Existing Site Area to EB 2
12
SCS Runoff
0.262
1
719
745
Pro Site to EB 2
17
Reach
33.74
1
725
102,212
4
Ex EB#1 to Point B
18
Reach
21.06
1
723
96,845
9
Pro EB#1 to Point B
19
SCS Runoff
14.00
1
722
37,967
--
Additional Area to Point B
20
Combine
47.19
1
724
140,179
17,19
Ex Total at Point B
21
Combine
35.03
1
723
134,812
18, 19,
Pro Total at Point B
Ponds.gpw
Retum Period: 2 Year
Friday, 09 / 3 / 2021 63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2020
Friday, 09 13 12021
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Peak discharge
= 10.67 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 24,225 cuft
Drainage area
= 4.810 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) + (4.740 x 75)114.810
Q (cfs)
12.00
10.00
. M
4.00
"To in
Existing Site
Hyd. No. 1 -- 2 Year
Q (cfs)
12.00
10.00
-�l
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)
64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2020
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 9.970 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.62 in
Storm duration
= 24 hrs
Q (cfs)
21.00
ie
15.00
12.00
. M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Mite to EB 1
Hyd. No. 2 -- 2 Year
Friday, 0913 12021
= 20.95 cfs
= 721 min
= 51,108 cuft
= 75
= loft
= 10.30 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
W6x11u
M
3.00
0.00 ' ' ' ' 1 11 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2020
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
= 0.00 ft/s
Modified Att-Kin routing method used.
Q (cfs)
21.00
ie
15.00
12.00
. m
3.00
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, 0913 12021
= 16.32 cfs
= 726 min
= 51,105 cuft
= Trapezoidal
= 8.7 %
= 164.0 ft
= 0.1 ft
= 1.392
= 0.1389
Q (cfs)
21.00
18.00
15.00
12.00
W:x11u
3.00
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)
�y
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 35.09 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 102,213 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 9.970 ac
Q (Cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 4
Total Existing at EB 7
Hyd. No. 4 -- 2 Year
360 480 600
— Hyd NO. 2
720
Q (cfs)
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)
67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 6
Site to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 7.090 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.62 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] / 7.090
Q (Cfs)
21.00
111
15.00
1PAIIIIIIl
am
3.00
Site to Pond
Hyd. No. 6 -- 2 Year
Friday, 09 / 3 / 2021
= 18.12 cfs
= 721 min
= 45,760 cult
= 81`
= 0 ft
= 11.90 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• I1
M
3.00
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. 6 Time (min)
:1a
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
= 2.348 cfs
Storm frequency
= 2 yrs
Time to peak
= 749 min
Time interval
= 1 min
Hyd. volume
= 45,757 cult
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
= 494.08 ft
Reservoir name
= Sediment Basin/Pond
Max. Storage
= 18,625 cult
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
. 11
3.00
Sediment Basin/Pond
Hyd. No. 7 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
l
l
3.00
0.00 ' I I- ' I I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Hyd No. 6 Time (min)
y ®Total storage used = 18,625 cuff
69
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Peak discharge
= 2.320 cfs
Storm frequency
= 2 yrs
Time to peak
= 767 min
Time interval
= 1 min
Hyd. volume
= 45,737 cuft
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Section type
= Circular
Reach length
= 943.0 ft
Channel slope
= 7.4 %
Manning's n
= 0.025
Bottom width
= 1.5 ft
Side slope
= 0.0:1
Max. depth
= 0.0 ft
Rating curve x
= 9.379
Rating curve m
= 1.250
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.1004
Modified Aft -Kin routing method used
Q (cfs)
3.00
r 11
1.00
Pond to EB 1
Hyd. No. 8 -- 2 Year
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 — Hyd No. 7
Q (cfs)
3.00
2.00
1.00
mftwi 0.00
1440 1560
Time (min)
70
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020 Friday, 09 / 3 / 2021
Hyd. No. 9
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 22.14 cfs
Storm frequency = 2 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 96,846 cult
Inflow hyds. = 2, 8 Contrib. drain. area = 9.970 ac
Q (cfs
24.00
20.00
16.00
12.00
: 11
4.00
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 —Hyd No. 2 —Hyd No. 8 Time (min)
71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 11
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
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Site Area to EB 2
Friday, 09 / 3 / 2021
= 5.191 cfs
= 720 min
= 11,762 cult
= 76`
= 0 ft
= 8.80 min
= Type II
= 484
Q (GrS) Hyd. No. 11 -- 2 Year Q (Cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 111 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Hyd. No. 12
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 / 3 / 2021
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. 12 -- 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. 12 Time (min)
73
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 17
Ex EB#1 to Point B
Hydrograph type
= Reach
Peak discharge
= 33.74 cfs
Storm frequency
= 2 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 102,212 cuft
Inflow hyd. No.
= 4 - Total Existing at EB 1
Section type
= Trapezoidal
Reach length
= 368.0 ft
Channel slope
= 4.2 %
Manning's n
= 0.080
Bottom width
= 2.0 ft
Side slope
= 35.0:1
Max. depth
= 2.0 ft
Rating curve x
= 2.404
Rating curve m
= 1.042
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.3710
Modified Aft -Kin routing method used
Q (Cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 17
Ex E13#1 to Point B
Hyd. No. 17 -- 2 Year
360 480 600
— Hyd No. 4
720 840
Q (cfs)
40.00
30.00
20.00
10.00
' 1 0.00
960 1080 1200 1320 1440 1560
Time (min)
74
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Hyd. No. 18
Pro EB#1 to Point B
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 9 - Total Proposed Volume to Si�dtion type
Reach length
= 368.0 ft
Channel slope
Manning's n
= 0.080
Bottom width
Side slope
= 35.0:1
Max. depth
Rating curve x
= 2.404
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Aft -Kin routing method used.
Q (cfs)
24.00
20.00
16.00
12.00
4.00
Pro EB#1 to Point B
Hyd. No. 18 -- 2 Year
120 240 360 480 600
Hyd No. 18 — Hyd No. 9
720 840 960
Friday, 09 / 3 / 2021
= 21.06 cfs
= 723 min
= 96,845 cuft
= Trapezoidal
= 4.2 %
= 2.0 ft
= 2.0 ft
= 1.042
= 0.3654
Q (cfs)
24.00
20.00
16.00
12.00
4.00
' 0.00
1080 1200 1320 1440 1560
Time (min)
75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 19
Additional Area to Point B
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
6.880 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.62 in
Storm duration =
24 hrs
` Composite (Area/CN) = [(3.200 x 75) + (3.680 x 79)116.880
Q (cfs
15.00
12.00
• I I
M11
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Additional Area to Point B
Hyd. No. 19 -- 2 Year
Friday, 09 / 3 / 2021
= 14.00 cfs
= 722 min
= 37,967 cult
= 77"
= 0 ft
= 14.80 min
= Type II
= 484
Q (cfs)
15.00
12.00
. II
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 19 Time (min)
76
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 20
Ex Total at Point B
Hydrograph type
= Combine
Peak discharge
= 47.19 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 140,179 cuft
Inflow hyds.
= 17, 19
Contrib. drain. area
= 6.880 ac
Q (Cfs)
50.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 20
Ex Total at Point B
Hyd. No. 20 -- 2 Year
360 480 600
— Hyd No. 17
720
Q (cfs)
50.00
40.00
30.00
20.00
10.00
- 0.00
840 960 1080 1200 1320 1440 1560
— Hyd No. 19 Time (min)
77
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 21
Pro Total at Point B
Hydrograph type
= Combine
Peak discharge
= 35.03 cfs
Storm frequency
= 2 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 134,812 cuft
Inflow hyds.
= 18, 19
Contrib. drain. area
= 6.880 ac
Pro Total at Point B
Q (Cfs) Hyd. No. 21 -- 2 Year Q (Cfs)
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. 21 —Hyd No. 18 —Hyd No. 19 Time (min)
78
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3DO by Autodesk, Inc. v2020
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
We)
(min)
(min)
(cuff)
(fl)
(cuft)
1
SCS Runoff
21.87
1
719
49,510
Existing Site
2
SCS Runoff
43.19
1
720
104,455
Existing Offsite to EB 1
3
Reach
35.93
1
725
104,451
2
Ex Site to EB 1
4
Combine
75.43
1
722
208,906
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
11.45
1
734
86,220
7
Pond to EB 1
9
Combine
45.31
1
720
190,675
2,8
Total Proposed Volume to EB 1
11
SCS Runoff
10.46
1
719
23,699
Existing Site Area to EB 2
12
SCS Runoff
1.075
1
718
2,275
Pro Site to EB 2
17
Reach
72.73
1
724
208,905
4
Ex EB#1 to Point B
18
Reach
43.34
1
723
190,674
9
Pro EB#1 to Point B
19
SCS Runoff
28.05
1
722
75,442
--
Additional Area to Point B
20
Combine
99.70
1
724
284,347
17,19
Ex Total at Point B
21
Combine
71.15
1
723
266,116
18, 19,
Pro Total at Point B
Ponds.gpw
Retum Period: 10 Year
Friday, 09 / 3 / 2021 79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3170 by Autodesk, Inc. v2020
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 4.810 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.070 x 98) + (4.740 x 75)] 14.810
Q (cfs)
24.00
20.00
16.00
12.00
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Existing Site
Hyd. No. 1 -- 10 Year
Friday, 09 / 3 / 2021
= 21.87 cfs
= 719 min
= 49,510 cult
= 75"
= 0 ft
= 9.10 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
llllll�1
4.00
0.00 ' 1 1-1 1
' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Mill
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 9.970 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
Q (cfs)
50.00
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 / 3 / 2021
= 43.19 cfs
= 720 min
= 104,455 tuft
= 75
= loft
= 10.30 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 -I I
' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Existing Offsite to EB 1
Section type
Reach length
= 898.0 ft
Channel slope
Manning's n
= 0.025
Bottom width
Side slope
= 3.0:1
Max. depth
Rating curve x
= 0.586
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Aft -Kin routing method used
Q (cfs)
50.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 3
Ex Site to EB 1
Hyd. No. 3 -- 10 Year
360 480 600
— Hyd No. 2
720 840
Friday, 09 / 3 / 2021
= 35.93 cfs
= 725 min
= 104,451 tuft
= Trapezoidal
= 8.7 %
= 164.0 ft
= 0.1 ft
= 1.392
= 0.1677
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
00A
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 7 5.4 3 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 208,906 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 9.970 ac
Q (Cfs)
80.00
70.00
.1 �1
50.00
40.00
30.00
20.00
10.00
Total Existing at EB 1
Hyd. No. 4 -- 10 Year
Q (cfs)
80.00
70.00
.1 11
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. 4 —Hyd NO. 2 —Hyd No. 3 Time (min)
83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 6
Site to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 7.090 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) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] / 7.090
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Site to Pond
Hyd. No. 6 -- 10 Year
Friday, 09 / 3 / 2021
= 33.82 cfs
= 721 min
= 86,242 cult
= 81`
= 0 ft
= 11.90 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. 6 Time (min)
-
84
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
= 11.77 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 1 min
Hyd. volume
= 86,240 cult
Inflow hyd. No.
= 6 - Site to Pond
Max. Elevation
= 494.90 ft
Reservoir name
= Sediment Basin/Pond
Max. Storage
= 32,966 cuft
Storage Indication method used.
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Sediment Basin/Pond
Hyd. No. 7 -- 10 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. 7 Hyd No. 6 Time (min)
y ®Total storage used = 32,966 cuff
85
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Reach length
= 943.0 ft
Manning's n
= 0.025
Side slope
= 0.0:1
Rating curve x
= 9.379
Ave. velocity
= 0.00 ft/s
Modified Aft -Kin routing method used.
Q (cfs
12.00
10.00
. 11
4.00
r 11
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 -- 10 Year
n nn
0 120 240
Hyd No. 8
360 480 600
— Hyd No. 7
Friday, 09 / 3 / 2021
= 11.45 cfs
= 734 min
= 86,220 cuft
= Circular
= 7.4 %
= 1.5ft
= 0.0 ft
= 1.250
= 0.4188
Q (cfs)
12.00
10.00
F-1 14
�
4.00
2.00
tmu
720 840 960 1080 1200 1320 1440 1560
Time (min)
Mil
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020 Friday, 09 / 3 / 2021
Hyd. No. 9
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 45.31 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 190,675 cuft
Inflow hyds. = 2, 8 Contrib. drain. area = 9.970 ac
Q (cfs
50.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 —Hyd No. 2 —Hyd No. 8 Time (min)
87
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2020
Hyd. No. 11
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)112.230
Q (cfs)
12.00
10.00
. M
4.00
"To in
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. 11 -- 10 Year
Friday, 09 13 12021
= 10.46 cfs
= 719 min
= 23,699 cuft
= 76*
= 0 ft
= 8.80 min
= Type II
= 484
Q (cfs)
12.00
10.00
-�l
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. 11 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 12
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)110.470
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. 12 -- 10 Year
Friday, 09 / 3 / 2021
= 1.075 cfs
= 718 min
= 2,275 cuft
= 56`
= 0 ft
= 5.00 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 12
Q (cfs)
2.00
1.00
- 0.00
1560
Time (min)
89
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 17
Ex EB#1 to Point B
Hydrograph type
= Reach
Peak discharge
= 72.73 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 208,905 cuft
Inflow hyd. No.
= 4 - Total Existing at EB 1
Section type
= Trapezoidal
Reach length
= 368.0 ft
Channel slope
= 4.2 %
Manning's n
= 0.080
Bottom width
= 2.0 ft
Side slope
= 35.0:1
Max. depth
= 2.0 ft
Rating curve x
= 2.404
Rating curve m
= 1.042
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.3805
Modified Aft -Kin routing method used
Q (Cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Ex E13#1 to Point B
Hyd. No. 17 -- 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. 17 —Hyd No. 4 Time (min)
441
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 18
Pro EB#1 to Point B
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 9 - Total Proposed Volume to Si�dtion type
Reach length
= 368.0 ft
Channel slope
Manning's n
= 0.080
Bottom width
Side slope
= 35.0:1
Max. depth
Rating curve x
= 2.404
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Aft -Kin routing method used.
Q (cfs)
50.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 18
Pro E13#1 to Point B
Hyd. No. 18 -- 10 Year
360 480 600
— Hyd No. 9
720 840
Friday, 09 / 3 / 2021
= 43.34 cfs
= 723 min
= 190,674 cult
= Trapezoidal
= 4.2 %
= 2.0 ft
= 2.0 ft
= 1.042
= 0.3742
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' ' ' ' 0.00
960 1080 1200 1320 1440 1560
Time (min)
a
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 19
Additional Area to Point B
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
6.880 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.47 in
Storm duration =
24 hrs
` Composite (Area/CN) = [(3.200 x 75) + (3.680 x 79)116.880
Q (cfs)
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
Additional Area to Point B
Hyd. No. 19 -- 10 Year
Friday, 09 / 3 / 2021
= 28.05 cfs
= 722 min
= 75,442 cult
= 77"
= 0 ft
= 14.80 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
' - 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time (min)
00A
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 20
Ex Total at Point B
Hydrograph type
= Combine
Peak discharge
= 99.70 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 284,347 cuft
Inflow hyds.
= 17, 19
Contrib. drain. area
= 6.880 ac
Q (cfs
100.00
1.11111611
.1 ,1
40.00
20.00
Q (cfs)
100.00
:1 11
.1 11
40.00
20.00
ffMOT.,
360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 17 —Hyd No. 19 Time (min)
a]
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 21
Pro Total at Point B
Hydrograph type
= Combine
Peak discharge
= 71.15 cfs
Storm frequency
= 10 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 266,116 cuft
Inflow hyds.
= 18, 19
Contrib. drain. area
= 6.880 ac
Q (Cfs)
80.00
70.00
.1 �1
50.00
40.00
30.00
20.00
10.00
Pro Total at Point B
Hyd. No. 21 -- 10 Year
Q (cfs)
80.00
70.00
.1 11
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. 21 —Hyd No. 18 —Hyd No. 19 Time (min)
F)7
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3DO by Autodesk, Inc. v2020
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
We)
(min)
(min)
(cuff)
(fl)
(cuft)
1
SCS Runoff
29.87
1
719
68,007
Existing Site
2
SCS Runoff
59.07
1
720
143,481
Existing Offsite to EB 1
3
Reach
50.31
1
724
143,478
2
Ex Site to EB 1
4
Combine
104.58
1
722
286,958
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
17.75
1
733
114,895
7
Pond to EB 1
9
Combine
63.94
1
722
258,376
2,8
Total Proposed Volume to EB 1
1
S Runoff
14.19
1
719
32,381
Existing Site Area to
12
SCS Runo
1.754
1
718
3,575
Pro Sit 2
14
SCS Runoff
54.38
1
721
154,978
---
1 Inch Storm
15
Reservoir
29.42
1
728
4,976
14
4
51,816
Level Spreader Sizing
17
101.12
1
724
286,957
--
Ex EB#1 to Point B
18
62.22
1
72
258,375
9
Pro EB#1 to Point B
19
LReach
unoff
37.93
722
102,547
--
—
Additional Area to Point B
20
ine
.58
1
723
389,504
17,19
--
I at Point B
21ne
99.06
1
723
360,922
18, 19,
Pro Total at Po
25 Year Storm for Sediment
Basin Sizing Only
Ponds.gpw
Retum Period: 25 Year
Friday, 09 / 3 / 2021 95
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3170 by Autodesk, Inc. v2020
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 4.810 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.71 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.070 x 98) + (4.740 x 75)] 14.810
Q (cfs)
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 Site
Hyd. No. 1 -- 25 Year
Friday, 09 / 3 / 2021
= 29.87 cfs
= 719 min
= 68,007 cult
= 75"
= 0 ft
= 9.10 min
= Type II
= 484
Q (cfs)
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. 1 Time (min)
03
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 9.970 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.71 in
Storm duration
= 24 hrs
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 Offsite to EB 1
Hyd. No. 2 -- 25 Year
Friday, 09 / 3 / 2021
= 59.07 cfs
= 720 min
= 143,481 cuft
= 75
= loft
= 10.30 min
= Type II
= 484
Q (cfs)
60.00
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)
M
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Existing Offsite to EB 1
Section type
Reach length
= 898.0 ft
Channel slope
Manning's n
= 0.025
Bottom width
Side slope
= 3.0:1
Max. depth
Rating curve x
= 0.586
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Aft -Kin routing method used
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 3
Ex Site to EB 1
Hyd. No. 3 -- 25 Year
360 480 600
— Hyd No. 2
720 840
Friday, 09 / 3 / 2021
= 50.31 cfs
= 724 min
= 143,478 cuft
= Trapezoidal
= 8.7 %
= 164.0 ft
= 0.1 ft
= 1.392
= 0.1818
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
'I i0.00
960 1080 1200 1320 1440 1560
Time (min)
0]
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 104.58 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 286,958 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 9.970 ac
Q (cfs
120.00
11111XIIIIIIIII
:1 11
.1 �1
40.00
20.00
Q (cfs)
120.00
100.00
:1 11
.1 11
40.00
20.00
0.00 r 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)
01
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
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)] / 7.090
Q (Cfs)
50.00
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 / 3 / 2021
= 44.60 cfs
= 721 min
= 114,917 cuft
= 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)
Will
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 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)
50.00
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
Friday, 09 / 3 / 2021
= 17.78 cfs
= 731 min
= 114,915 cuft
= 495.37 ft
= 41,208 tuft
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 cuff Time (min)
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
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
= 943.0 ft
Channel slope
Manning's n
= 0.025
Bottom width
Side slope
= 0.0:1
Max. depth
Rating curve x
= 9.379
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Aft -Kin routing method used
Q (cfs)
18.00
15.00
12.00
• 11
AM
G 11
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 / 3 / 2021
= 17.75 cfs
= 733 min
= 114,895 cuft
= Circular
= 7.4 %
= 1.5ft
= 0.0 ft
= 1.250
= 0.5714
Q (cfs)
18.00
15.00
12.00
3.00
' 'Mm--L--0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020 Friday, 09 / 3 / 2021
Hyd. No. 9
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 63.94 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 258,376 cuft
Inflow hyds. = 2, 8 Contrib. drain. area = 9.970 ac
Q (cfs
70.00
.1 11
50.00
H1111111
30.00
20.00
10.00
Q (cfs)
70.00
.1 11
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 —Hyd No. 2 —Hyd No. 8 Time (min)
Hydrograph Summary Report Hydreflow Hydrographs Extension for Autodesk®Civil 3DO by Autodesk, Inc. v2020
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
We)
(min)
(min)
(cuff)
(fl)
(cuft)
1
SCS Runoff
44.71
1
719
103,289
Existing Site
2
SCS Runoff
88.56
1
720
217,917
Existing Offsite to EB 1
3
Reach
77.39
1
724
217,914
2
Ex Site to EB 1
4
Combine
159.67
1
721
435,832
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
37.87
1
729
168,527
7
Pond to EB 1
9
Combine
106.02
1
720
386,444
2,8
Total Proposed Volume to EB 1
11
SCS Runoff
21.09
1
719
48,883
---
Existing Site Area to EB 2
12
SCS Runoff
3.137
1
718
6,300
---
Pro Site to EB 2
17
Reach
154.43
1
724
435,831
4
Ex EB#1 to Point B
18
Reach
101.43
1
723
386,444
9
Pro EB#1 to Point B
19
SCS Runoff
56.16
1
722
153,885
--
Additional Area to Point B
20
Combine
208.86
1
723
589,716
17,19
Ex Total at Point B
21
Combine
156.84
1
723
540,328
18, 19,
Pro Total at Point B
Ponds.gpw
Retum Period: 100 Year
Friday, 09 / 3 / 2021 104
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Hyd. No. 1
Existing Site
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 4.810 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.070 x 98) + (4.740 x 75)] 14.810
Q (Cfs)
50.00
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 / 3 / 2021
= 44.71 cfs
= 719 min
= 103,289 cuft
= 75"
= 0 ft
= 9.10 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
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Hyd. No. 2
Existing Offsite to EB 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 9.970 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
Q (cfs)
90.00
:9 ce
70.00
.1 11
50.00
40.00
30.00
20.00
10.00
Friday, 09 / 3 / 2021
Peak discharge
= 88.56 cfs
Time to peak
= 720 min
Hyd. volume
= 217,917 cuft
Curve number
= 75
Hydraulic length
= loft
Time of conc. (Tc)
= 10.30 min
Distribution
= Type II
Shape factor
= 484
Existing Offsite to EB 1
Hyd. No. 2 -- 100 Year
Q (cfs)
90.00
:1 11
70.00
.1 11
50.00
40.00
30.00
`zef1i11
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)
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 3
Ex Site to EB 1
Hydrograph type
= Reach
Peak discharge
= 77.39 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 217,914 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
= 0.00 ft/s
Routing coeff.
= 0.2016
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 -- 100 Year
Q (cfs)
90.00
70.00
50.00
40.00
30.00
IP401IH11
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)
fnnr
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 4
Total Existing at EB 1
Hydrograph type
= Combine
Peak discharge
= 159.67 cfs
Storm frequency
= 100 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 435,832 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 9.970 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Total Existing at EB 1
Hyd. No. 4 -- 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. 4 —Hyd No. 2 —Hyd No. 3 Time (min)
f[IF.3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
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)] / 7.090
Q (Cfs
70.00
.� 1I
50.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 09 / 3 / 2021
= 64.22 cfs
= 721 min
= 168,549 cuft
= 81`
= 0 ft
= 11.90 min
= Type II
= 484
Q (Cfs)
70.00
.1 11
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)
—
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 7
Sediment Basin/Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 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)
70.00
50.00
30.00
20.00
10.00
Sediment Basin/Pond
Hyd. No. 7 -- 100 Year
Friday, 09 / 3 / 2021
= 37.91 cfs
= 728 min
= 168,547 cuft
= 496.12 ft
= 55,275 tuft
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 -I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Hyd No. 6 Time (min)
y ®Total storage used = 55,275 cuff
fora
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 8
Pond to EB 1
Hydrograph type
= Reach
Peak discharge
= 37.87 cfs
Storm frequency
= 100 yrs
Time to peak
= 729 min
Time interval
= 1 min
Hyd. volume
= 168,527 cuft
Inflow hyd. No.
= 7 - Sediment Basin/Pond
Section type
= Circular
Reach length
= 943.0 ft
Channel slope
= 7.4 %
Manning's n
= 0.025
Bottom width
= 1.5 ft
Side slope
= 0.0:1
Max. depth
= 0.0 ft
Rating curve x
= 9.379
Rating curve m
= 1.250
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.9207
Modified Aft -Kin routing method used
Q (Cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 8
Pond to EB 1
Hyd. No. 8 -- 100 Year
360 480 600
— Hyd No. 7
720 840
Q (cfs)
40.00
30.00
20.00
10.00
'1 0.00
960 1080 1200 1320 1440 1560
Time (min)
iff
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020 Friday, 09 / 3 / 2021
Hyd. No. 9
Total Proposed Volume to EB 1
Hydrograph type = Combine Peak discharge = 106.02 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 386,444 cuft
Inflow hyds. = 2, 8 Contrib. drain. area = 9.970 ac
Q (cfs)
120.00
40.00
20.00
Total Proposed Volume to EB 1
Hyd. No. 9 -- 100 Year
Q (cfs)
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 —Hyd No. 2 —Hyd No. 8 Time (min)
1111t%a
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 11
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
4.00
0.00 -'
0
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. 11 -- 100 Year
Friday, 09 / 3 / 2021
= 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
llllll�1
4.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 11 Time (min)
113
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 12
Pro Site to EB 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 0.470 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.96 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.470 x 56)110.470
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pro Site to EB 2
Friday, 09 / 3 / 2021
= 3.137 cfs
= 718 min
= 6,300 cuft
= 56`
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs) Q (cfs)
Hyd. No. 12 -- 100 Year
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 12 Time (min)
ifCl
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 17
Ex EB#1 to Point B
Hydrograph type
= Reach
Peak discharge
= 154.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 435,831 cuft
Inflow hyd. No.
= 4 - Total Existing at EB 1
Section type
= Trapezoidal
Reach length
= 368.0 ft
Channel slope
= 4.2 %
Manning's n
= 0.080
Bottom width
= 2.0 ft
Side slope
= 35.0:1
Max. depth
= 2.0 ft
Rating curve x
= 2.404
Rating curve m
= 1.042
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.3900
Modified Aft -Kin routing method used
Q (Cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Ex E13#1 to Point B
Hyd. No. 17 -- 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. 17 —Hyd No. 4 Time (min)
ifb7
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Hyd. No. 18
Pro EB#1 to Point B
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 9 - Total Proposed Volume to Si�dtion type
Reach length
= 368.0 ft
Channel slope
Manning's n
= 0.080
Bottom width
Side slope
= 35.0:1
Max. depth
Rating curve x
= 2.404
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Aft -Kin routing method used.
Q (cfs)
120.00
40.00
20.00
Pro E13#1 to Point B
Hyd. No. 18 -- 100 Year
120 240 360 480 600
Hyd No. 18 — Hyd No. 9
720 840
Friday, 09 / 3 / 2021
= 101.43 cfs
= 723 min
= 386,444 tuft
= Trapezoidal
= 4.2 %
= 2.0 ft
= 2.0 ft
= 1.042
= 0.3848
Q (cfs)
120.00
100.00
40.00
20.00
'I I- 0.00
960 1080 1200 1320 1440 1560
Time (min)
fora]
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 19
Additional Area to Point B
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
6.880 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.96 in
Storm duration =
24 hrs
` Composite (Area/CN) = [(3.200 x 75) + (3.680 x 79)116.880
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
Friday, 09 / 3 / 2021
= 56.16 cfs
= 722 min
= 153,885 cuft
= 77"
= 0 ft
= 14.80 min
= Type II
= 484
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
III! MT11
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time (min)
tow
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 20
Ex Total at Point B
Hydrograph type
= Combine
Peak discharge
= 208.86 cfs
Storm frequency
= 100 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 589,716 cuft
Inflow hyds.
= 17, 19
Contrib. drain. area
= 6.880 ac
Q (cfs)
210.00
180.00
150.00
120.00
30.00
Ex Total at Point B
Hyd. No. 20 -- 100 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' I I— ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 20 —Hyd No. 17 —Hyd No. 19 Time (min)
lot.]
Hydrograph Report
Hydragow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Friday, 09 / 3 / 2021
Hyd. No. 21
Pro Total at Point B
Hydrograph type
= Combine
Peak discharge
= 156.84 cfs
Storm frequency
= 100 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 540,328 cuft
Inflow hyds.
= 18, 19
Contrib. drain. area
= 6.880 ac
Q (cfs)
160.00
140.00
120.00
100.00
:1 �1
.1 �1
40.00
20.00
Pro Total at Point B
Hyd. No. 21 -- 100 Year
Q (cfs)
160.00
140.00
120.00
100.00
:1 11
.1 11
40.00
20.00
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. 19 Time (min)
IND]
File: Level Spreader Sizing.Ax
Printed: 8111 2021
Level Spreader Size/Design
Project Name: Troxell Poultry House
Job #: 2888
Sprader
Onsite Area
TvLevel
Managed
Impervious
Turf (Acres)
(Acres)
(cu.ft.)
#1
3.57
3.52
14,731
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
120
File: Level Spreader Sizinpda
Pnnted: 8/11/2021
Level Spreader
BMP Sizing Calculations
Modified Curve Number Method
DA
7.09
Acres
TVBMP
14,731
cult
Qa
0.57
watershed inches
P
1
in
CN
95
1 inch storm
1.52
ds
4.06 in
Equation: Derivation ofNRCS Curve Number and Runoff Equation
1000
CN = [10 + 5P + JOQa — 1O(Q2a + 1.25QaP)0s]
Where:
CN = modified curve number
P = rainfall (inches), equal to 1.0 inch in Virginia
Q. = runoff volume (watershed inches), equal to Tvaia, = BMP drainage area
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
121
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 14
1 Inch Storm
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 3 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 7.090 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 1.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
' Composite (Area/CN) = [(2.820 x 61) + (3.520 x 98) + (0.750 x 75)] / 7.090
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
1 Inch Storm
Hyd. No. 14 -- 3 Year
Friday, 09 / 3 / 2021
= 5.638 cfs
= 721 min
= 14,272 cult
= 95`
= 0 ft
= 11.90 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
' - 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Hyd. No. 15
Level Spreader Sizing
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 3 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 14 - 1 Inch Storm
Max. Elevation
Reservoir name
= Sediment Basin/Pond
Max. Storage
Storage Indication method used
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Level Spreader Sizing
Hyd. No. 15 -- 3 Year
Friday, 09 / 3 / 2021
= 1.286 cfs
= 735 min
= 14,270 cult
= 492.36 ft
= 4,823 CA
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
' 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 —Hyd No. 14 ®Total storage used = 4,823 cuff Time (min)
123
File: Level Spreader Sizinpda
Pnnled: 8/11/2021
Level Spreaders
Weir Calculation - 1 Inch Storm
Project Name: Troxell Poultry House
Project # : 2888
Level Spreader at Pond Ditch 1
Inputs
1.) (Q) Storm Event
2.) (L) Level Spreader Length
3.) nA Side Slopes
4.) (Cw) Weir Coefficient
Outputs
(H) Head
(V) Velocity
1.29 cfs
20.00 ft
3.37
0.07 ft
0.89 ftis
Blackwell Engineering, PLC
566 East Market Street
Harrisonburg, VA 22801
Governing Equations:
Weir Equation: Q = Cw • L' HA1.5
Continuity Equation: Q = V . A
124
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Site Information
Post -Development Project (Treatment Volume and Loads)
Entertotal lAstu lsed Area (a[res) a 51
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Nutrient Load
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11. a.enaama.am 1.911 l
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Site Area
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125
Site Results (Water Quality Compliance)
Area Checks
DA A
DA. B
O.A. C
O.A. O
D.A E
AREA CHECK
FOREST/OPEN SPACE Jac)
DOD
DOD
DOD
DOD
DOD
IMPFFMOUS COVER Jac)
DOD
DOD
DOD
DOD
DOD
IMPERVIOUSCOVERTRFATED(a[)
DOD
DOD
DOD
DOD
DOD
MM
bNHAGED TURF ARFAJac)
DOD
DOD
DOD
DOD
O.m
rMHAGEDTURFARFATRMTED(at)
DOD
am
am
am
am
ARFACHECK
OR.
ON.
OR.
OR.
OR.
Site Treatment Vdume(fta)
17,0"
Runoff Reduction Volume and TP By Drainage Area
DA A
DA. B
DA. C
DA. D
DA E
TOTAL
RUNOFFREDUMNVOLUMEA HEVEDN
0
0
0
0
0
0
TP MAD AVARRBIE MR REMOVAL(Ib/yr)
am
DOD
DOD
DOD
DOD
O.CU
IP UNUI RFWCTION ACHIEVED (Ib/yr)
am
O.m
OW
am
OW
0.M
TPU REMAINING (Ib/yr)
0.m
aw
aw
aw
aw
am
NRROGw UMDREDULTIONACHIEVED(Ib/yr)
am
aw
aw
aw
aw
am
Total Phosphorus
RmUP-DEVEUIPRIENTTPUMD(Ib/V)
10.71
TP ULID REDUCTION REQUIRED(Ib/yr)
QM
TPU REDCRON ACNIEVED(Ib/yr)
am
TP LOAD REMAINING Bb/yr):
10.71
REMAINING TP LOAD REDUCTON REQUIRED(Ib/Vo:
MOD
"TARGET TP REDUCRON EXCEEDED BY O.M IB/YEAR"
Total Nitrogen (For Information Purposes)
POST-DEVDOPMEWMRD(mhr)
76M
NMOGMUMDREDUrnONAMIEVED(Ib/yr)
aw
REMAINING POST-0EVEu1PMwrNITROGw I.0AD 11b/r0
76M
126