HomeMy WebLinkAboutWPO202200004 Correspondence 2022-02-07 (2)Crozet Square and Oak Street
Improvements
Proiect # 1217-002-R71
Hydraulic Design Report
Albemarle County, Virginia
January 27, 2021
Prepared by:
Kimley-Horn & Associates, Inc.
1700 Willow Lawn Dr., Suite 200
Richmond, VA 23230
Owner:
Albemarle County
Michael R. Mitchell
Uc. No. 058634
Kimley-Horn and Associates, Inc.
Richmond,VA
Kimley>>> Horn
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
This document, together with the concepts and designs presented herein, as an instrument of service, is
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
reliance on this document without written authorization and adaptation by Kimley-Horn and Associates,
Inc. shall be without liability to Kimley-Horn and Associates, Inc.
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
TABLE OF CONTENTS
DRAINAGE NARRATIVE
APPENDIX A: SITE INFORMATION
USDA Soil Survey Maps & Data
NOAA Precipitation Frequency Maps & Data
APPENDIX B: DRAINAGE AREA MAPS
Pre -Development Drainage Area Map (Quality)
Pre -Development Drainage Area Map (Quantity)
Post -Development Drainage Area Map (Quality)
Post -Development Drainage Area Map (Quantity)
APPENDIX C: WATER QUALITY
Water Quality Compliance Summary
Water Quality Compliance Calculations
APPENDIX D: WATER QUANTITY
Water Quantity Compliance Summary
Energy Balance Summary
Applicable Hydrographs
APPENDIX E: STORM DRAINAGE SYSTEM COMPUTATIONS
Storm Sewer and Hydraulic Grade Line Computations
Curb Inlet Spread and Throat Length Computation
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
ICY Y 311111�71 Y [I]i;l
Project Description
This report has been prepared for the Albemarle County Facilities Planning and Construction
Department in support of The Square and Oak Street Parking and Roadway Improvements
project in Albemarle County, Virginia. It is assumed that the design for the improvements will be
in general conformance to that proposed within the Neighborhood Improvements Funding
Initiative (NIFI) Design Consultant Study for The Square and Oak Street dated October 2017
prepared by Kimley-Horn under a separate contract. Following two milestone plan submissions,
design consideration conversations held with Albemarle County and the Virginia Department of
Transportation (VDOT) have necessitated design changes not anticipated during the initial study.
The proposed improvements total approximately 610 linear feet and involve improvements to
The Square (entire length) and Oak Street (between Library Avenue and The Square). Overall,
the improvements will consist of the design of curb & gutter, full depth pavement, storm sewer,
pavement markings, signs, and maintenance of traffic. Most construction is anticipated to occur
within existing right of way, Albemarle County property, and/or the Barnes Lumber property
limits. It is expected that temporary construction easements will be required throughout the
project limits. Improvements along The Square total 300 linear feet and will consist of a 8'
concrete sidewalk along existing businesses on The Square, perpendicular parking on both sides
of the roadway, and channelizing island at the Crozet Avenue intersection. The channelizing
island will make access to The Square from Crozet Avenue a Right -In Right -Out (RIRO)
intersection by restricting left turns from both the westbound The Square to southbound Crozet
Avenue movement and the southbound Crozet Avenue to eastbound The Square movement. The
existing traffic signal will be modified to accommodate this intersection modification.
Improvements along Oak Street total 310 linear feet and will consist of a 5' concrete sidewalk
along the western side of the roadway, reconstruction of the alley entrance perpendicular to Oak
Street, and perpendicular parking along the eastern side of the roadway with ADA accessible
parking areas and curb ramps.
The Square (Route 1217) is an urban local street running for approximately 300 linear feet
northwest to southeast from Crozet Avenue (Route 240) before terminating at a parking area on
the Barnes Lumber property. Ultimately, this terminus will become the unsignalized intersection
of The Square & Oak Street. The intersection of The Square & Crozet Avenue is currently
controlled by a traffic signal. The Square is an undivided facility with one unmarked lane in each
direction with perpendicular parking on each side. The existing parking along the south side is an
asphalt surface with marked parking stalls while the north side parking is a mix of gravel and
asphalt with no stall markings. The parking along The Square serves businesses on the south side
of the roadway and throughout downtown Crozet. A two-way public alley that runs north -south
through downtown Crozet can be accessed from south side of The Square. The property north of
The Square is owned by CSX Transportation Inc. (CSX). The railroad tracks on the CSX
property are accessed from The Square and are currently operated by Buckingham Branch
Railroad. The Square currently has no posted speed limit.
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
Oak Street is a paper street not currently dedicated to public use within the Barnes Lumber
property running approximately 400 linear feet southwest to northeast from Library Avenue to
The Square. While this stretch of roadway is currently not dedicated to public use, Oak Street is
frequently used by motorists to circulate downtown Crozet. Oak Street within the project limits
is an undivided facility with one unmarked lane in each direction. Oak Street was recently
improved between Library Avenue and approximately 150 linear feet north of Library Avenue.
These improvements include an entrance to the Piedmont Place development, curb & gutter,
closed drainage system, and concrete sidewalks.
Project Area
Kimley-Horn conducted its analysis for SWM requirements using guidance from VDOT
Instructional and Informational Memorandum (I&IM) IIM-LD-195.12, dated July 2019, which
details new requirements for Erosion and Sediment Control and Stormwater Management Plans.
Per Scenario 3 of this I&IM, full depth reconstruction of pavement within the exiting pavement
footprint that maintains the original purpose of construction is considered disturbed area for E&S
purposes, but not for SWM purposes. The applicable project site area ("A -Site") that is likely to
be disturbed during construction and is not considered maintenance per Scenario 3 of the
aforementioned I&IM, is approximately 0.47 acres. This area is used for SWM Quality
calculations. The applicable project site ("A -Site") that is likely to be disturbed during
construction and where contributing drainage areas are changing due to the proposed roadway
and storm sewer design, is approximately 2.07 acres. This area is used for SWM Quantity
calculations. See Appendix B for more information.
ExistingDrainage rainage Conditions
In the existing condition, all the stormwater runoff within the project limits is ultimately captured
by drop inlets and conveyed to one of three outfalls. These outfalls are located within the
Mechums River — Beaver Creek watershed (HUC 12/VAHU6 = 020802040102/JR02).
• Outfall A
o This outfall is an existing manmade drainage inlet located at the southeast
quadrant of the intersection of Crozet Avenue and Three Notched Road/Railroad
Avenue. The inlet discharges into a manmade closed storm sewer network and
continues north.
o In the existing condition, this outfall collects stormwater runoff from a portion of
the CSX rail yard perpendicular to Crozet Avenue, The Square's parking stalls
and roadway, and the right side of the roadway of Crozet Avenue crown line.
• Outfall B
o This outfall is an existing manmade grate inlet located approximately 185' south
of the intersection of The Square and The Alley (as referred to on the construction
plans). The inlet discharges into a manmade closed storm sewer network and
continues south where it combines with Outfall C along the south side of Library
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
Avenue. The drainage trunk line collects additional runoff from Crozet Avenue,
and a series of developed parcels adjacent to Crozet Avenue and Library Avenue
that ultimately discharges into a manmade channel adjacent to Jarmans Gap Road.
In the existing condition, this outfall collects stormwater runoff from a portion of
the CSX rail yard, The Square's parking stalls and roadway, The Alley's entire
roadway width, and roof drain systems associated with the buildings adjacent to
The Square (Mudhouse, Stevens & Company Realtors, Crozet Hardware, and
New China).
• Outfall C
o This outfall is an existing manmade drop inlet located approximately 150' north
of the intersection of Oak Street and Library Avenue. The inlet discharges into a
manmade closed storm sewer network and continues south where it combines
with Outfall B along the south side of Library Avenue. The drainage trunk line
collects additional runoff from Crozet Avenue, and a series of developed parcels
adjacent to Crozet Avenue and Library Avenue that ultimately discharges into a
manmade channel adjacent to Jarmans Gap Road.
o In the existing condition, this outfall collects stormwater runoff from a portion of
PROPOSED DRAINAGE IMPROVEMENTS
Overview
In the post -development condition, all stormwater runoff will continue to be captured by drop
inlets and conveyed to one of three outfalls. The proposed drainage improvements are as follows:
• Outfall A
o Proposed sidewalk, curb returns, and curb and gutter combination improvements
will be installed along The Square and at the intersection of Crozet Avenue and
The Square for the conveyance of stormwater runoff into proposed drop inlets.
o In conjunction with the aforementioned site improvements, the reconstruction of
The Square will result in regrading of the existing topography effectively
diverting runoff from the existing drop inlet (Outfall A) to Structure 3-1 in the
post -development condition. The drop inlet (Structure 3-1) will be installed at the
termini of the curb return from Crozet Avenue onto The Square and ultimately
connected to the proposed closed storm sewer network. This proposed network
will connect a series of proposed drop inlets until reaching the termini of the
proposed storm sewer improvements at Structure 3-8 (effectively Outfall C). At
this point, Structure 3-8 will tie to the existing storm sewer trunk line that outfalls
at the manmade channel adjacent to Jarmans Gap Road.
o The existing drop inlet located at the intersection of Crozet Avenue and Three
Notched Road/Railroad Avenue will remain in place and unaltered in the post -
developed (See Water Quantity Section — Outfall A for further justification).
• Outfall B
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
The proposed improvements outlined above for Outfall A have an alike effect on
Outfall B in the post -development condition. The proposed grading of The Square
will divert the pre -developed runoff from the existing grate inlet in The Alley
towards the proposed drop inlets along The Square in the post -development
condition. The proposed drainage improvements will introduce two additional
drop inlets (Structure 3-2 and 3-3) within this outfall that will capture runoff and
convey it to the proposed storm sewer network that will connect to the existing
storm sewer trunk line and ultimately outfall at the channel near adjacent to
Jarmans Gap Road.
• Outfall C
o Proposed sidewalk, curb returns, and curb and gutter combinations improvements
will be installed along The Square and Oak Street for the conveyance of
stormwater runoff into proposed drop inlets.
o The proposed drainage improvements will capture runoff via drop inlets from The
Square and Oak Street and convey it to the proposed storm sewer network until it
reaches the existing storm sewer trunk line approximately 150' north of the
intersection of Library Avenue and Oak Street.
o Some additional off -site runoff will contribute to Outfall C through the
redevelopment of parcel TMP 56A2-01-71 in the post -development condition.
o The regrading of The Square, the revised Oak Street roadway profile, the
proposed drainage improvements, and the regrading of the Barnes Lumber parcel
adjacent to Oak Street (UPC 113385) will all have an influence on the land cover
and drainage area of Outfall C in the post -development condition (See Appendix
B for the Water Quantity drainage maps depicting this scenario).
Methodology
All drainage calculations follow the standards and procedures in the VDOT Drainage Manual.
Inlet, storm sewer, and hydraulic grade line calculations were performed using the Rational
method. Curb inlet calculations were done under a design stone intensity of 4 inches/hour using
Flowmaster. Storm sewer and hydraulic grade line calculations were done under a 10-year design
stone. Storm sewer calculations were performed using StormCAD. HGL calculations were
performed with VDOT methodology via the data output from StormCAD. The preceding
calculations are presented in Appendix E.
Times of concentration for overland flow were calculated using the Seelye method. Times of
concentration for shallow concentrated flow were calculated using the TR-55 method. Times of
concentration for off -site storm sewer were calculated manually, assuming an average velocity of
6 ft/s.
Water Quantity compliance calculations were performed using the NRCS Method. Hydraflow
Hydrographs Extension software was used to model overall outfall locations (see Appendix D).
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
Design Parameters
Design Storms: 1-Year; 2-Year; 10-Year
Manning's n-Values:
Use
n-Value
Concrete Pipes
0.013
Pavement/Gutter Flow
0.015
CN Values(NRCS Method):
Land Cover
A -Soils
B-Soils
C-Soils
D-Soils
Forest/Open
Space
30
55
70
77
Managed Turf
39
61
74
80
Impervious
98
98
98
98
24-Hour Precipitation Depth [Inches7 (MRCS Method):
]-Year
2-Year
10-Year
3.07
3.71
5.58
Source: NOAA (https://hdsc.nws.noaa.pov/hdsc/pfds/pfds map cont.html?bkmrk=va)
C-Values (Rational Method):
Inwervious
Managed Tuff
Forest/ Open S ace
0.9
0.5
0.3
B, D, and E Factors Rational Methods .
Return Period
B
D
E
2-Year
49.020
10.500
0.820
10-Year
46.950
9.500
0.730
Source: GEOPAK Drainage Library — Rainfall Data for Albemarle County
Minimum Storm Pipe Size: 15"
Minimum Proposed Pipe Slope: 0.30%
WATER QUANTITY COMPLIANCE
This project must comply with part RB of the VSMP regulations, which stipulates post -
development stormwater runoff must meet Channel Protection criteria and Flood Control criteria.
These criteria are addressed at each outfall as follows:
• Outfall A is an existing manmade drop inlet. Due to proposed drainage improvements
and the proposed grading of The Square, this outfall achieves water quantity compliance
via a reduction of the drainage area and through the betterment of the "A -Site" land
cover. The overall drainage area reduces from 0.11 acres in the pre -development
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
condition to 0.04 acres in the post -development condition. The 1-year Q for the post -
development runoff from the project site at Outfall A is 0.10 cfs, which is less than the
1.67 cfs maximum allowed by the result of the Energy Balance formula using an
Improvement Factor of 0.8. Therefore, this outfall meets Channel Protection criteria. The
overall 10-year Q in the post -development condition at Outfall A is 3.21 cfs, which is less
than the 3.84 cfs in the pre -development condition. Therefore, this outfall meets Flood
Protection criteria. These calculations are included in Appendix D.
Outfall B is an existing manmade grate inlet. Due to proposed drainage improvements
and the proposed grading of The Square, this outfall achieves water quantity compliance
via a reduction of the drainage area and through the betterment of the "A -Site" land
cover. The overall drainage area reduces from 0.61 acres in the pre -development
condition to 0.07 acres in the post -development condition. The 1-year Q for the post -
development runoff from the project site at Outfall A is 0.28 cfs, which is less than the
24.00 cfs maximum allowed by the result of the Energy Balance formula using an
Improvement Factor of 0.8. Therefore, this outfall meets Channel Protection criteria. The
overall 10-year Q in the post -development condition at Outfall B is 3.28 cfs, which is less
than the 7.59 cfs in the pre -development condition. Therefore, this outfall meets Flood
Protection criteria. These calculations are included in Appendix D.
Outfall C is an existing manmade drop inlet. Due to proposed drainage improvements and
the proposed grading of The Square, this outfall achieves water quantity compliance via a
reduction of the drainage area and through the betterment of the "A -Site" land cover. The
largest influence on Outfall C achieving water quantity compliance in the post
development condition is the concurrent project adjacent to Oak Street (UPC 113385).
Per the By -Others improvement project, approximately 1.11 acres of Outfall C will be
diverted from its original outfall location in the pre -development condition to a series of
drop inlets that ultimately connect to a closed storm sewer trunk line running southeast
towards Hill Top Road. The proposed grading By -Others of the adjacent parcel (TMP
56A2-01-71) to Oak Street will also establish a new highpoint that will split Outfall C's
watershed in the post -development condition effectively removing more runoff in the
post -development condition. Thus, the site analysis has taking into consideration the
change in the drainage pattern from the improvements associates with these two
concurrent projects. The overall drainage area reduces from 1.34 acres in the pre -
development condition to 0.85 acres in the post -development condition. The 1-year Q for
the post -development runoff from the project site at Outfall C is 3.46 cfs, which is less
than the 9.81 cfs maximum allowed by the result of the Energy Balance formula using an
Improvement Factor of 0.9. Therefore, this outfall meets Channel Protection criteria. The
overall 10-year Q in the post -development condition at Outfall A is 13.40 cfs, which is
less than the 16.66 cfs in the pre -development condition. Therefore, this outfall meets
Flood Protection criteria. These calculations are included in Appendix D.
Summary water quantity tables and calculations are presented in Appendix D.
The Square and Oak Street Improvements
State Project # 1217-002-R71
UPC 113188
WATER QUALITY COMPLIANCE
This project was analyzed under the guidance from VDOT Instructional and Informational
Memorandum (I&IM) IIM-LD-195.12, dated July 2019 (See Project Area on page 5 of this
report for further discussion). Thus, the total disturbed "A -Site" area used for SWM water
quality analysis in confined to the limits outlined in Scenario 3 of the I&IM. The improvements
associated with this project reduces the total phosphorus load for the "A -Site" by 0.09 LB/YR
through the construction of pervious area in a project site area overwhelmingly dominated by
impervious area. Therefore, this project satisfies Water Quality Criteria. The following table
summarizes the pre -development and post -development site conditions and phosphorus loading
conditions. Additional water quality calculations are included in Appendix C.
"A -SITE"
MANAGED
FORESTED
ADJUSTED
IMPERVIOUS
Total Load Reduction
SCENARIO
[AREA]
TURF AREA
AREA
PLOAD
-0.09
AREA (AC.)
Required (lb/yr)
(AC.)
(AC.)
(AC.)
(LB/YR)
PRE-
Total Load Reduction
DEVELOPMENT
0.47
0.44
0.03
0.00
0.64
Provided by BMPs (lb/yr)
0.00
POST-
Remaining TIP Credits to be
DEVELOPMENT
0.47
0.26
0.21
0.00
1.63
Purchased (lb/yr)
-0.09
10
APPENDIX A
0
38° 419'N
W 358'N
]01300 MAD M500
3
Map Sale: 1:3,100 ff printed on B landsape (17' x 11") sheet
Meters
N 0 45 90 18D 270
A0 150 30D E00 9m
Map p tjedian: N@b MwzbDr Com cwr inks: VJCS84 Edge tics: U1M Zane 17N VJG584
LISDA Natural Resources
Conservation Service
Hydrologic Soil Group —Albemarle County, Virginia
(Report)
Web Soil Survey
National Cooperative Soil Survey
S W4car N
y
W 3%N
3
A
1 /27/2021
Page 1 of 4
MAPLEGEND
Area of Interest (A01)
F7
Area of Interest (A01)
Soils
Soil Rating Polygons
0
A
Q
A/D
e
.
B/D
o
C
®
C/D
®
D
Not rated or not available
Soil Rating Lines
A
i A/D
Y
B
ry
B/D
aV
C
.con
C/D
N
D
. n
Not rated or not available
Soil Rating Points
■
A
■
A/D
■
B
■
B/D
Hydrologic Soil Group —Albemarle County, Virginia
(Report)
MAP INFORMATION
C
The soil surveys that comprise your AOI were mapped at
1:15,800.
13 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
f..fy Rails
Please rely on the bar scale on each map sheet for map
�y Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
. Aerial Photography
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: May 20, 2019—Aug
1, 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.
USDk Natural Resources Web Soil Survey 1/27/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4
Hydrologic Soil Group —Albemarle County, Virginia
Report
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
5B
Belvoir loam, 2 to 7
D
1.9
2.3%
percent slopes
7B
Braddock loam, 2 to 7
B
32.8
39.3%
percent slopes
8C3
Braddock Gay loam, 7 to
B
11.6
14.0%
15 percent slopes,
severely eroded
36C
Hayesville loam, 7 to 15
B
6.5
7.8%
percent slopes
81 B
Thurmont loam, 2 to 7
B
3.5
4.2%
percent slopes
88
Udorthents, loamy, 2 to
27.0
32.4%
25 percent slopes
Totals for Area of Interest
83.4
100.0%
i ti)� Natural Resources Web Soil Survey 1/27/2021
M1111111111 Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group —Albemarle County, Virginia
Report
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
OSDA Natural Resources Web Soil Survey 1/27/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4
Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Crozet, Virginia, USA" �,t�
Latitude: 38.0692°, Longitude:-78.6999°
Elevation: 723.7 ft"" i &
'source: ESRI Maps
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekra, and D. Riley
NOAA, National Weather Service. Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average
recurrence interval (years)
Duration�0�
10
25
50
101
200
500
1000
5-min
0.338
(0.308-0.374)
0.404
(0.366-0.447)
0.477
(0.431-0.527)
0.538
0.485-0.594)
0.608
(0.545-0.669)
0.661
0.590-0.729)
0.713
(0.632-0.787)
0.762
(0.669-0.842)
0.820
(0.712-0.912)
0.868
(0.746-0.970)
10-min
0.539
(0.488-0.597)
0.646
(0.585-0.715)
0.764
(0.691-0.844)
0.860
0.776-0.949)
0.968
(0.869-1.07)
1.05 )
(0.940-1.18
( 1.13 )
1.00-1.25
( 1.21 )
1.06-1.34
( 1.30 )
1.13-1.44
( 1.37 )
1.17-1.53
15-min
0.674
(0.610-0.746)
0.812
(0.736-0.899
0.966
(0.874-1.07)
1.09
(0.982-1.20)
1.23
(1.10-1.35)
1.33
(1.19-1.47)
1.43
(1.27-1.58)
1.52
(1.34-1.68)
1.63
(1.42-1.82)
1.72
(1.47-1.92)
30-min
0.924
(0.836-1.02)
F 12
(1.02-1.24)
7137
(1.24-1.52)
1.58
(1.42-1.74)
F 1.82
(1.63-2.00)
7201
(7.79-2.21)
2.19
(1.942A2)
7237
(2.08-2.62)
2.60
(2.26-2.89)
2.78
(2.39-3.11)
60-min
1.15
(7 .041.27)
1.41
1 (1.27-1.56)
1.76
(1.59-1.94)
2.05
1 (1.85-2.27)
2A2
1 (2.17-2.67)
2.72
(2.433.00)
3.02
1 (2.68-3.33) 11
3.33
(2.92-3.68)
3.73
1 (3.244.14)
4.06
4
(3.48.53)
2-hr
1.38
(1231.55)
1.68
(1.50-1.88)
2.11
(1.88-2.36)
2.48
(2.21-2.77)
2.96
(2.62-3.30)
3.35
(2.953.75)
3.76
(3.294.21)
4.19 )
(3.634.69
( 4.78
4.09-5.3
( 5.28 )
4.465.96
3-hr
1.35-1'71
1.64-2408
2652.67
2.40-3.05
2.8 3364
. 24874
3.604.66
3: 8-521
44 8-5.98
4.9D-6.64
6-hr
1.96
(1.75-2.20)
2.37
1 (2.12-2.67) 11
2.95
(2.62-3.31)
3.47
1 (3.073.90)
4.17
1 (3.674.68) 11
4.78
(4.17-5.37)
5.43
1 (4.69-6.10) 11
6.137.13
(5.23-6.90)
(5.98-8.06)
8.011
(6.62-9.10)
12_hr
2.49
(2.2-2.83)
3.00
(2.68-3.41) 11
3.75
(3.324.26)
a43
(3.91-5.03)
5.39
1 (4.72-6.11) 11
6.25
(5.40-7.08)
7.18
1 (6.138.14) 11
8.21
(6.90-9.32)
9.74
1 (8.00-11.1)
11.1
1 (8.97-12.7)
2Fi7.90
4-hr
3.07
(2.76-3.43)
3.71
(3.344.15)
4.73
(4.245.29)
5.58
(4.W6.23)
6.83
(6.06-7.60)
(6.96-8.78)
9.08
(7.9310.1)
4 10.
(8.96-11.5)
12.3
( 10.5-13.
( 10.0 )
11.7-15.6
2day
32 64.03
3: 54.88
5605.79
5.84725
.048.79
8.02-070.1
9.08-13.5
10.2- 3.0
11.73- 5.3
13.0-17.3
3day
2.1
16.3
34 94.27
4. 3567
5: 55.55
62 6-7 67
.54 929
869- 0.6
9: 0-
1 9� 3.7
12.6- 6.1
13.9-18.1
4-day
4.08
(3.734.51)
4.94
(4.51-5.45)
6.26
(5.715.91)
7.34
(6.67-8.08)
8.89
(8.04-9.79)
10.2
(9.16-11.2)
11.6
( 10.3-12.8) 11
13.1
( 11.6-14.4)
15.3
( 13.4-16.9)
17.2
( 14$19.0)
7day
C74
(4 .345.18)
F 5.71
1 (5.23-6.24) 11
F 7.13
(6.53-7s0)
8.29F
1 (7.57-9.06)
9.94
1 (9.03-10.9) 11
F 1.3
(10.2-12.4)
12.8
(11.4-14.0) 11
14.3
(12.7-15.7)
16.6
(14.6-18.2)
18.4
1 (16.0-20.3)
10-tlay
4.966884
5: 5-7..00
7. 2 &63
8.41 9.93
(9.91-- 1.7
11'? 3.2
12314.8)
136516.4
75'3 8.8
0-1
16.17- 0.8
20-day
669-7..59
7.879?04
9.4 - 0.9)
(10.7- 2A
12.414.3
13] 5.9)
15.0-17.5
16.3- 9.1
18.0-21.4
19.3-3.2
30-day
8.66
(8.739.25)
10.3
1 (9.6411.0) 11
12.1
(11.4-12.9)
13.5
(12.7-14.5)
15.4
(14A-16.4) 11
16.8
(15.6-17.9)
18.2
1 (16.479A) 11
19.5
(18.0-20.9)
21.3
(19.6-2.8)
22.6
1 (20.7-24.3)
45-day
10.8
(102-11.5)
12.8F
(12.0-13.6)
14.9
(14.0-15.8)
16.5
(15.5-17.5)
18.57200.
(17.4-19.7)
(18.8-21.3)
21.5
(0.1-22.8) 11
22.9
(21.3-24.4)
24.7
( 2.9-26.4)
26.0
(24.0-27.9)
60-day
22.7
(120-13.4)
14.9
(14.1-15.8)
17.2
(16.2-18.1)
18.8
(176-19.9)
21.0
1 (19.8-22.1)
22.5
(21.2-23.8)
24.0
(2.5-25.4)
25.4
(23.8-26.9)
27.2
(25.4-28.8)
28.5
1 (26.5-30.2)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(far a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atias 14 document for more information.
Back to Too
https://hdsc.nws.noaa. gov/hdsc/pfds/pfds_printpage.html?lat=38.0692&lon=-78.6999&dat... 1 /25/2021
Precipitation Frequency Data Server
Page 2 of 4
PF graphical
PDS-based depth -duration -frequency (DDF) curves
Latitude: 38.0692', Longitude:-78.6999"
30
25.........
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Duration
Eel
2
c
L 2 5 10 25 50 100 200 Sao 101
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Mon Jan 25 18:57:18 2021
Back to Too
Average recurrence
interval
(years)
- 1
2
5
10
25
50
100
200
500
1000
Duration
— 5-min
— 2-day
— 10mm
— 3-day
- 15+nm
— 4-day
— 30min
— 7-day
— 60-min
— 10day
— 2-hr
— 20-day
— 3-hr
— 30-day
— 6-0r
— 45Aay
— 12dr
— 60day
— 24-hr
https://hdsc.nws.noaa. gov/hdsc/pfds/pfds_3rintpage.html?lat=38.0692&lon=-78.6999&dat... 1/25/2021
Precipitation Frequency Data Server
Page 3 of 4
Maps & aerials
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https://hdsc.nws.noaa. govlhdsc/pfds/pfds_printpage.html?lat=38, 0692&lon=-78.6999&dat... 1 /25/2021
Precipitation Frequency Data Server
Page 4 of 4
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HOSC.Questions(dnoaa.pov
Disclaimer
https://hdsc.nws.noaa. govlhdsc/pfds/pfds_printpage.html?lat=38.0692&lon=-78.6999&dat... 1 /25/2021
APPENDIX B
EVEN'I. .� �' I�� �I.��h - II��[`�I -�D�I �'l:I (�)1"��� A'I� t((�)� .• I II'I ">
LEGEND
PROJECT AREA (A-STE')
PRE -DEVELOPMENT OVERALL DRAINAGE AREA
PRE -DEVELOPMENT 'A -SITE' (OUALITY)
IMPERVIOUS LAND COVER
�1 0l'.�l'' - �""I II:�'1:1.(�)I''�II;'V"1� �(�)�.� "[�II"il'Y)
LEGEND
PROJECT AREA (A-STE' - QUANTITY)
PRE -DEVELOPMENT OVERALL DRAINAGE AREA
PRE -DEVELOPMENT 'A -SITE' (QUANTITY)
IMPERVIOUS LAND COVER
DRAINAGE AREA A MAP - POST -DEVELOPMENT 1 O1''M1 VT (GUA 1.,11TY)
LEGEND
PROJECT AREA (A -SITE)
POST -DEVELOPMENT OVERALL DRAINAGE AREA
PRE -DEVELOPMENT 'A -SITE' (OURYTY)
IMPERVIOUS LAND COVER
QI''�11:'V'11`
LEGEND
PROJECT AREA ('A -SITE' - OUANT/TY)
POST -DEVELOPMENT OVERALL DRAINAGE AREA
PRE -DEVELOPMENT 'A -SITE' (QUANTITY)
IMPERVIOUS LAND COVER
APPENDIX C
Virginia Runag Reduction Method! Wonsheet
DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0
BMP Design Specifications List: 2013 Draft Stds & Specs
Site Summary - Linear Development Project***
Total Rainfall (in): 43
Total Disturbed Acreage: 0.47
Site Land Cover Summary
Pre-ReDevelopment Land Cover (acres)
Asoils
BSolls
CSolis
DSoils
Totals
%of Total
Forest/Open(acres)
O.o0
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
I O.o0
0.00
0.00
0.03
0.03
6
Impervious Cover (acres)
IO.o0
0.00
0.00
0.44
0.44
94
0.47
100
Post-ReDevelopment Land Cover (acres)
Asoils
BSol is
CSuils
DSoils
Totals
%of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
1 0.00
0.00
0.21
0.21
45
Impervious cover (acres)
0.00
0.00
0.00
0.26
0.26
55
0.47
100
Site Tv and Land Cover Nutrient Loads
Final Post -Development
Post-
Post-
AdjustedPre-
(&NeieDevelapment
ReDevelopment
Development
ReDevelopment
&New lm ervlous
p )
(New Impervious)
Site Rv
0.64
0.64
-
0.91
Treatment Volume(fts)
1,087
1,087
-
1,545
TP Load (lb/yr)
0.68
0.69
-
0.97
Total TP Load Reduction Required (lb/yr) -0.09 N/A*** N/A***
***This is a linear developmentproject
Final Post -Development Load
(Post-ReDevelopment&New Impervious)
Pre-
ReDevelopment
TN Load (lb/yr)
4.89
6.94
Pre
ReDevelopment
Final Post -Development
Post-ReDevelopment TP
TP Load per acre
TP Load per acre
toad per acre
(lb/acre/yr)
(lb/acre/yr)
Ib acrer
2.06
1.45
1.45
Sura nary Print
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Linear Development Project, Y¢
Site Information
Post -Development Project (Treatment Volume and Loads)
Enter Total Oisturbel Area (acres) i flrM:
a MP OH Spe f t
seduareaftedid.asionce
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Landon PWect,
0 LmremPermemenxrm.r.:nry,
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LAND COVER SUMMARY PRE REDEVELOPMENT
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Volume and Nutrient Load
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NUWanI Load
Tralment
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do
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Post -Development Requirement for Site Area
TP Loatl keduttlon 0.epulredllb/Vr d.09
NNroaa Loads (Informational Purposes Only)
nm-m.eLvaeam
Pmmm,Maemmmrmdnsml
aw
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a..
IbVI
APPENDIX D
SWIM QUANTITY SUMMARY SCS
PRE -DEVELOPMENT
Outfall
Area (acres)
CN Tc (minutes)
2-yr Q (cfs)
I 10-yr Q (cfs)
A
0.51
96.6 5
2.52
3.84
B
1.00
98.0 5
5.02
7.59
C
2.20
97.5 5
POST -DEVELOPMENT
10.99
16.66
Outfall
Area (acres)
CN
Tc (minutes)
2-yr Q (cfs)
10-yr Q (cfs)
A
0.43
95.5
5
2.09
3.21
B
0.44
95.3
5
2.13
3.28
C
1.79
95.9
5
8.79
13.40
ENERGY BALANCE SUMMARY SCS
PRE -DEVELOPMENT
Outfall
Area (acres)
CN
Tc (minutes)
(ac-ft)
Runoff Volume]617
A
0.11
95.4
5
0.022
B
0.61
98.0
5
0.135
C 1.34 97.8 5 0.295
POST -DEVELOPMENT
Outfall
Area (acres)
CN
Tc (minutes)
Runoff Volume
(ac-ft)
1-yr Q (cfs)
1-yr C.
Allowable (cfs)
A
0.04
83.4
5
0.005
0.10
1.67
B
0.07
93.8
5
0.013
0.28
24.00
C
0.85
94.6
5
0.164
3.46
9.81
Hydrograph Summary Report Hydranow Hydmgraphs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v202o
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.435
2
716
958
—
—
—
Outfall A - Site - Pre
2
SCS Runoff
0.103
2
716
208
Outfall A - Site - Post
3
SCS Runoff
2.065
2
716
4,659
Outfall A - Overall - Pre
4
SCS Runoff
1.702
2
716
3,759
Outfall A - Overall - Post
5
SCS Runoff
2.525
2
716
5,891
Outfall B - Site - Pre
6
SCS Runoff
0.266
2
716
571
Outfall B - Site - Post
7
SCS Runoff
4.139
2
716
9,658
—
Outfall B - Overall - Pre
8
SCS Runoff
1.734
2
716
3,816
--
—
Outfall B - Overall - Post
9
SCS Runoff
5.532
2
716
12,840
—
Outfall C - Site - Pre
10
SCS Runoff
3.285
2
716
7,137
Outfall C - Site - Post
11
SCS Runoff
9.044
2
716
20,831
Outfall C - Overall - Pre
12
SCS Runoff
7.133
2
716
15,839
Outfall C - Overall - Post
K:\RIC_CM113038 - Albemarle Cty On -Call
32!gftDzfk##dart'Tz0neering\C
PAzWzW`i8lWftHdMater Quantity Summa
(Site
Hydrograph Report
2
Hydraflow Hydrographs Extension for Autodesk® civil 3138 by Autodesk, Inc. v2020
Hyd. No. 1
Outfall A - Site - Pre
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.110 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
0.0 2.0
Hyd No. 1
Tuesday, 01 / 26 / 2021
Peak discharge
= 0.435 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 958 cuft
Curve number
= 95.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Outfall A - Site - Pre
Hyd. No. 1 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® civil 3138 by Autodesk, Inc. v2020
Hyd. No. 2
Outfall A - Site - Post
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.040 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
0 2 4
Hyd No. 2
Tuesday, 01 / 26 / 2021
Peak discharge
= 0.103 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 208 cuft
Curve number
= 83.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Outfall A - Site - Post
Hyd. No. 2 -- 1 Year Q (cfs)
4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126 / 2021
Hyd. No. 3
Outfall A - Overall - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 2.065 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 4,659 cuft
Drainage area
= 0.510 ac
Curve number
= 96.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
3.00
2.00
1.00
0.00
0.0 2.0
Hyd No. 3
Outfall A - Overall - Pre
Hyd. No. 3 -- 1 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
3.00
2.00
1.00
� 0.00
20.0
Time (hrs)
Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 4
Outfall A - Overall - Post
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.430 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Outfall A - Overall - Post
Hyd. No. 4 -- 1 Year
Tuesday, 01 126 / 2021
= 1.702 cfs
= 11.93 hrs
= 3,759 cuft
= 95.5
= Oft
= 5.00 min
= Type II
= 484
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 4
Q (cfs)
2.00
1.00
� 0.00
20.0
Time (hrs)
I
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126 / 2021
Hyd. No. 5
Outfall B - Site - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 2.525 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 5,891 cuft
Drainage area
= 0.610 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.40 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
3.00
2.00
1.00
0.00
0.0 2.0
Hyd No. 5
Outfall B - Site - Pre
Hyd. No. 5 -- 1 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
3.00
2.00
1.00
� 0.00
20.0
Time (hrs)
Hydrograph Report
7
Hydraflow Hydrographs Extension for Autodesk® civil 3138 by Autodesk, Inc. v2020
Hyd. No. 6
Outfall B - Site - Post
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.070 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.0 2.0
Hyd No. 6
Tuesday, 01 / 26 / 2021
Peak discharge
= 0.266 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 571 cuft
Curve number
= 93.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.40 min
Distribution
= Type II
Shape factor
= 484
Outfall B - Site - Post
Hyd. No. 6 -- 1 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
20.0
Time (hrs)
Hydrograph
Report
8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 7
Outfall B - Overall - Pre
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 1.000 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 3.07 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Tuesday, 01 126
= 4.139 cfs
= 11.93 hrs
= 9,658 cuft
= 98
= 0 ft
= 5.40 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall B - Overall - Pre
Hyd. No. 7 -- 1 Year
Q (cfs)
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
0.00
0.0 2.0
— Hyd No.
4.0 6.0 8.0 10.0
7
12.0 14.0 16.0
18.0 20.0
Time
1.00
0.00
(hrs)
Hydrograph Report
Vj
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 8
Outfall B - Overall - Post
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.440 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Outfall B - Overall - Post
Hyd. No. 8 -- 1 Year
Tuesday, 01 126 / 2021
= 1.734 cfs
= 11.93 hrs
= 3,816 cuft
= 95.3
= Oft
= 5.40 min
= Type II
= 484
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 8
Q (cfs)
2.00
1.00
� 0.00
20.0
Time (hrs)
Hydrograph
Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 9
Outfall C - Site - Pre
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 1.340 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.07 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 01 126
= 5.532 cfs
= 11.93 hrs
= 12,840 cuft
= 97.8
= 0 ft
= 5.30 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall C - Site - Pre
Hyd. No. 9 -- 1 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
1.00
0.00
0.0 2.0 4.0 6.0
— Hyd No. 9
8.0 10.0 12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)
Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 10
Outfall C - Site - Post
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.850 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.07 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 01 126
= 3.285 cfs
= 11.93 hrs
= 7,137 cuft
= 94.5
= 0 ft
= 5.50 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall C - Site - Post
Hyd. No. 10 -- 1 Year
Q (cfs)
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.0 2.0
— Hyd No.
4.0 6.0
10
8.0 10.0 12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)
12
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126
/ 2021
Hyd. No. 11
Outfall C - Overall -
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 9.044 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 20,831 cuft
Drainage area
= 2.200 ac
Curve number
= 97.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.30 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall C - Overall
- Pre
Q (cfs)
Hyd. No. 11 -- 1 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0 10.0
12.0 14.0 16.0
18.0 20.0
— Hyd No.
11
Time
(hrs)
13
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126
/ 2021
Hyd. No. 12
Outfall C - Overall -
Post
Hydrograph type
= SCS Runoff
Peak discharge
= 7.133 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 15,839 cuft
Drainage area
= 1.790 ac
Curve number
= 95.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.50 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall C - Overall
- Post
Q (cfs)
Hyd. No. 12 -- 1 Year
Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0 10.0
12.0 14.0 16.0
18.0 20.0
— Hyd No.
12
Time
(hrs)
Hydrograph Summary Report
14
Hydranow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v202o
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.534
2
716
1,193
—
—
—
Outfall A - Site - Pre
2
SCS Runoff
0.139
2
716
282
Outfall A - Site - Post
3
SCS Runoff
2.521
2
716
5,760
Outfall A - Overall - Pre
4
SCS Runoff
2.090
2
716
4,681
Outfall A - Overall - Post
5
SCS Runoff
3.063
2
716
7,216
Outfall B - Site - Pre
6
SCS Runoff
0.330
2
716
719
Outfall B - Site - Post
7
SCS Runoff
5.022
2
716
11,829
—
Outfall B - Overall - Pre
8
SCS Runoff
2.131
2
716
4,758
—
Outfall B - Overall - Post
9
SCS Runoff
6.717
2
716
15,747
—
—
Outfall C - Site - Pre
10
SCS Runoff
4.058
2
716
8,946
Outfall C - Site - Post
11
SCS Runoff
10.99
2
716
25,598
Outfall C - Overall - Pre
12
SCS Runoff
8.743
2
716
19,683
Outfall C - Overall - Post
K:\RIC_CM113038 - Albemarle Cty On -Call
32!gftDzfk##da@Tz0neering\C
PAzWzW`i8lWftHdMater Quantity Summa
(Site
Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk® civil 3138 by Autodesk, Inc. v2020
Hyd. No. 1
Outfall A - Site - Pre
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.110 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.71 in
Storm duration
= 24 hrs
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0 2.0
Hyd No. 1
Tuesday, 01 / 26 / 2021
Peak discharge
= 0.534 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 1,193 cuft
Curve number
= 95.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Outfall A - Site - Pre
Hyd. No. 1 -- 2 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
20.0
Time (hrs)
Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® civil 3138 by Autodesk, Inc. v2020
Hyd. No. 2
Outfall A - Site - Post
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.040 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.71 in
Storm duration
= 24 hrs
0 2 4
Hyd No. 2
Tuesday, 01 / 26 / 2021
Peak discharge
= 0.139 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 282 cuft
Curve number
= 83.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Outfall A - Site - Post
Hyd. No. 2 -- 2 Year
Q (cfs)
17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126 / 2021
Hyd. No. 3
Outfall A - Overall - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 2.521 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 5,760 cuft
Drainage area
= 0.510 ac
Curve number
= 96.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
3.00
2.00
1.00
0.00
0.0 2.0
Hyd No. 3
Outfall A - Overall - Pre
Hyd. No. 3 -- 2 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
3.00
2.00
1.00
� 0.00
20.0
Time (hrs)
18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126 / 2021
Hyd. No. 4
Outfall A - Overall - Post
Hydrograph type
= SCS Runoff
Peak discharge
= 2.090 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 4,681 cuft
Drainage area
= 0.430 ac
Curve number
= 95.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
3.00
2.00
1.00
0.00
0.0 2.0
Hyd No. 4
Outfall A - Overall - Post
Hyd. No. 4 -- 2 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
3.00
2.00
1.00
� 0.00
20.0
Time (hrs)
Hydrograph
Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 5
Outfall B - Site - Pre
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.610 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.71 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 01 126
= 3.063 cfs
= 11.93 hrs
= 7,216 cuft
= 98
= 0 ft
= 5.40 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall
B - Site - Pre
Hyd. No. 5 -- 2 Year
Q (cfs)
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
— Hyd No. 5
18.0 20.0
Time
0.00
(hrs)
Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® civil 3138 by Autodesk, Inc. v2020
Hyd. No. 6
Outfall B - Site - Post
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.070 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.71 in
Storm duration
= 24 hrs
0.0 2.0
Hyd No. 6
Tuesday, 01 / 26 / 2021
Peak discharge
= 0.330 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 719 cuft
Curve number
= 93.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.40 min
Distribution
= Type II
Shape factor
= 484
Outfall B - Site - Post
Hyd. No. 6 -- 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
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hydrograph
Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 7
Outfall B - Overall - Pre
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 1.000 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 3.71 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Tuesday, 01 126
= 5.022 cfs
= 11.93 hrs
= 11,829 cuft
= 98
= 0 ft
= 5.40 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall B - Overall - Pre
Hyd. No. 7 -- 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
1.00
0.00
0.0 2.0
— Hyd No.
4.0 6.0 8.0 10.0
7
12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)
22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126 / 2021
Hyd. No. 8
Outfall B - Overall - Post
Hydrograph type
= SCS Runoff
Peak discharge
= 2.131 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 4,758 cuft
Drainage area
= 0.440 ac
Curve number
= 95.3
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.40 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
3.00
2.00
1.00
0.00
0.0 2.0
Hyd No. 8
Outfall B - Overall - Post
Hyd. No. 8 -- 2 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
3.00
2.00
1.00
� 0.00
20.0
Time (hrs)
Hydrograph
Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 9
Outfall C - Site - Pre
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 1.340 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.71 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 01 126
= 6.717 cfs
= 11.93 hrs
= 15,747 cuft
= 97.8
= 0 ft
= 5.30 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall C - Site - Pre
Hyd. No. 9 -- 2 Year
Q (cfs)
7.00
7.00
6.00
6.00
5.00
5.00
4.00
3.00
4.00
3.00
2.00
1.00
2.00
1.00
0.00
0.0 2.0 4.0 6.0
- Hyd No. 9
8.0 10.0 12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)
Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 10
Outfall C - Site - Post
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.850 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.71 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 01 126
= 4.058 cfs
= 11.93 hrs
= 8,946 cuft
= 94.5
= 0 ft
= 5.50 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall C - Site - Post
Hyd. No. 10 -- 2 Year
Q (cfs)
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
0.00
0.0 2.0
— Hyd No.
4.0 6.0
10
8.0 10.0 12.0 14.0 16.0
18.0 20.0
Time
1.00
0.00
(hrs)
25
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126
/ 2021
Hyd. No. 11
Outfall C - Overall -
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 10.99 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 25,598 cuft
Drainage area
= 2.200 ac
Curve number
= 97.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.30 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall C - Overall
- Pre
Q (cfs)
Hyd. No. 11 -- 2 Year
Q (cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0 10.0
12.0 14.0 16.0
18.0 20.0
- Hyd No.
11
Time
(hrs)
26
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126
/ 2021
Hyd. No. 12
Outfall C - Overall -
Post
Hydrograph type
= SCS Runoff
Peak discharge
= 8.743 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 19,683 cuft
Drainage area
= 1.790 ac
Curve number
= 95.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.50 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall C - Overall
- Post
Q (cfs)
Hyd. No. 12 -- 2 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0 10.0
12.0 14.0 16.0
18.0 20.0
— Hyd No.
12
Time
(hrs)
Hydrograph Summary Report
P*A
Hydranow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v202o
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.821
2
716
1,887
Outfall A - Site - Pre
2
SCS Runoff
0.246
2
716
510
Outfall A - Site - Post
3
SCS Runoff
3.842
2
716
8,988
Outfall A - Overall - Pre
4
SCS Runoff
3.212
2
716
7,393
Outfall A - Overall - Post
5
SCS Runoff
4.631
2
716
11,090
Outfall B - Site - Pre
6
SCS Runoff
0.514
2
716
1,157
Outfall B - Site - Post
7
SCS Runoff
7.591
2
716
18,181
Outfall B - Overall - Pre
8
SCS Runoff
3.281
2
716
7,530
----
—
Outfall B - Overall - Post
9
SCS Runoff
10.16
2
716
24,255
—
Outfall C - Site - Pre
10
SCS Runoff
6.290
2
716
14,283
--
Outfall C - Site - Post
11
SCS Runoff
16.66
2
716
39,558
--
Outfall C - Overall - Pre
12
SCS Runoff
13.40
2
716
30,984
Outfall C - Overall - Post
K:\RIC_CM113038 - Albemarle Cty On -Call
32!gftDzfkMq dart0Bfgleering\C
PutizWaW*lWftHdMater Quantity Summa
(Site
Hydrograph Report
28
Hydraflow Hydrographs Extension for Autodesk® civil 3138 by Autodesk, Inc. v2020
Hyd. No. 1
Outfall A - Site - Pre
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.110 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.58 in
Storm duration
= 24 hrs
0.0 2.0
Hyd No. 1
Tuesday, 01 / 26 / 2021
Peak discharge
= 0.821 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 1,887 cuft
Curve number
= 95.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Outfall A - Site - Pre
Hyd. No. 1 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
29
Hydrograph Report
Hydraflow Hydrographs Extension
for Autodesk® civil 3138 by Autodesk, Inc. v2020
Tuesday, 01 / 26 / 2021
Hyd. No. 2
Outfall A - Site - Post
Hydrograph type
= SCS Runoff Peak discharge =
0.246 cfs
Storm frequency
= 10 yrs
Time to peak =
11.93 hrs
Time interval
= 2 min
Hyd. volume =
510 cuft
Drainage area
= 0.040 ac
Curve number =
83.4
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= User
Time of conc. (Tc) =
5.00 min
Total precip.
= 5.58 in
Distribution =
Type II
Storm duration
= 24 hrs
Shape factor =
484
Outfall A - Site - Post
Q (cfs)
Hyd. No. 2 -- 10 Year
Q (cfs)
0.50
0.50
0.45
0.45
0.40
0.40
0.35
0.35
0.30
0.30
0.25
0.25
0.20
0.20
0.15
0.15
0.10
0.10
0.05
0.05
0.00
0.00
0.0 2.0 4.0
6.0 8.0
10.0 12.0 14.0 16.0 18.0
20.0
22.0
- Hyd No. 2
Time
(hrs)
Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 3
Outfall A - Overall - Pre
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 0.510 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 5.58 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Tuesday, 01 126
= 3.842 cfs
= 11.93 hrs
= 8,988 cuft
= 96.6
= 0 ft
= 5.00 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall A - Overall - Pre
Hyd. No. 3 -- 10 Year
Q (cfs)
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.0 2.0
— Hyd No.
4.0 6.0 8.0 10.0
3
12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)
Hydrograph Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 4
Outfall A - Overall - Post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 0.430 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 5.58 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Tuesday, 01 126
= 3.212 cfs
= 11.93 hrs
= 7,393 cuft
= 95.5
= 0 ft
= 5.00 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall A - Overall - Post
Hyd. No. 4 -- 10 Year
Q (cfs)
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
LL
0.00
0.0 2.0 4.0 6.0 8.0 10.0
— Hyd No. 4
12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)
Hydrograph
Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 5
Outfall B - Site - Pre
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.610 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.58 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 01 126
= 4.631 cfs
= 11.93 hrs
= 11,090 cuft
= 98
= 0 ft
= 5.40 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall B - Site - Pre
Hyd. No. 5 -- 10 Year
Q (cfs)
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
— Hyd No. 5
18.0 20.0
Time
1.00
0.00
(hrs)
Hydrograph Report
33
Hydraflow Hydrographs Extension for Autodesk® civil 3138 by Autodesk, Inc. v2020
Hyd. No. 6
Outfall B - Site - Post
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.070 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.58 in
Storm duration
= 24 hrs
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0 2.0
Hyd No. 6
Tuesday, 01 / 26 / 2021
Peak discharge
= 0.514 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 1,157 cuft
Curve number
= 93.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.40 min
Distribution
= Type II
Shape factor
= 484
Outfall B - Site - Post
Hyd. No. 6 -- 10 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
20.0
Time (hrs)
34
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126
/ 2021
Hyd. No. 7
Outfall B - Overall -
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 7.591 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 18,181 cuft
Drainage area
= 1.000 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.40 min
Total precip.
= 5.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall B - Overall
- Pre
Q (cfs)
Hyd. No. 7 -- 10 Year
Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0 10.0
12.0 14.0 16.0
18.0 20.0
1 Hyd No.
7
Time
(hrs)
Hydrograph
Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 8
Outfall B - Overall - Post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 0.440 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 5.58 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Tuesday, 01 126
= 3.281 cfs
= 11.93 hrs
= 7,530 cuft
= 95.3
= 0 ft
= 5.40 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall B - Overall - Post
Hyd. No. 8 -- 10 Year
Q (cfs)
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.0 2.0
— Hyd No.
4.0 6.0 8.0 10.0
8
12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)
36
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126
/ 2021
Hyd. No. 9
Outfall C - Site - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 10.16 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 24,255 cuft
Drainage area
= 1.340 ac
Curve number
= 97.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.30 min
Total precip.
= 5.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall C - Site - Pre
Q (cfs)
Hyd. No. 9 -- 10 Year
Q (cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0.0 2.0
4.0 6.0
8.0 10.0 12.0 14.0 16.0
18.0 20.0
- Hyd No. 9
Time
(hrs)
Hydrograph
Report
37
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 10
Outfall C - Site - Post
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.850 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.58 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 01 126
= 6.290 cfs
= 11.93 hrs
= 14,283 cuft
= 94.5
= 0 ft
= 5.50 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall C - Site - Post
Hyd. No. 10 -- 10 Year
Q (cfs)
7.00
7.00
6.00
6.00
5.00
5.00
4.00
3.00
4.00
3.00
2.00
1.00
2.00
1.00
0.00
0.0 2.0
- Hyd No.
4.0 6.0
10
8.0 10.0 12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)
Hydrograph
Report
38
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 11
Outfall C - Overall - Pre
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 2.200 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 5.58 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Tuesday, 01 126
= 16.66 cfs
= 11.93 hrs
= 39,558 cuft
= 97.5
= 0 ft
= 5.30 min
= Type II
= 484
/ 2021
Q (cfs)
Outfall C - Overall - Pre
Hyd. No. 11 -- 10 Year
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
0.0 2.0
- Hyd No.
4.0 6.0 8.0 10.0
11
12.0 14.0 16.0
18.0 20.0
Time
3.00
0.00
(hrs)
39
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Tuesday, 01 126
/ 2021
Hyd. No. 12
Outfall C - Overall -
Post
Hydrograph type
= SCS Runoff
Peak discharge
= 13.40 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 30,984 cuft
Drainage area
= 1.790 ac
Curve number
= 95.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.50 min
Total precip.
= 5.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Outfall C - Overall - Post
Q (cfs)
Hyd. No. 12 -- 10 Year
Q (cfs)
14.00
14.00
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0 10.0
12.0 14.0 16.0
18.0 20.0
- Hyd No.
12
Time
(hrs)
Hydraflow Rainfall Report
40
Hydrallow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(WA)
1
0.0000
0.0000
0.0000
---
2
69.8703
13.1000
0.8658
----
3
0.0000
0.0000
0.0000
-----
5
79.2597
14.6000
0.8369
----
10
88.2351
15.5000
0.8279
-----
25
102.6072
16.5000
0.8217
-----
50
114.8193
17.2000
0.8199
------
100
127.1596
17.8000
0.8186
-----
File name: SampleFHA.idf
Intensity = B I (Tc + D)AE
Tuesday, 01 / 26 / 2021
Return
Penal
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2.44
2.24
2.07
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
7.24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
2.95
2.77
2.60
2.46
25
825
6.95
6.03
5.34
4.80
4.38
4.02
3.73
3.48
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4.49
4.16
3.88
3.65
3.44
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.60
Tc = time in minutes. Values may exceed 60.
MC CIV\113038-AlbemarleC On-Call\32 Crozet S uare\En ineed \Com utabons\H draulics\CrozetS uare. c
Rainfall Precipitation Table (in)
storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.07
3.71
0.00
0.00
5.58
0.00
0.00
9.08
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Hyd-raflowA,TQbleoof it ftm®nftgineering\Computations\Hydraulics\Water Quantity Summary (Site and Overall).gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
1 -Year
Tuesday, 01 / 26 / 2021
SummaryReport ......................................................................................................................... 1
HydrographReports................................................................................................................... 2
Hydrograph No. 1, SCS Runoff, Outfall A - Site - Pre.............................................................. 2
Hydrograph No. 2, SCS Runoff, Outfall A - Site - Post............................................................ 3
Hydrograph No.
3, SCS Runoff, Outfall A - Overall - Pre .........................................................
4
Hydrograph No.
4, SCS Runoff, Outfall A - Overall - Post .......................................................
5
Hydrograph No.
5, SCS Runoff, Outfall B - Site - Pre..............................................................
6
Hydrograph No.
6, SCS Runoff, Outfall B - Site - Post............................................................
7
Hydrograph No.
7, SCS Runoff, Outfall B - Overall - Pre .........................................................
8
Hydrograph No.
8, SCS Runoff, Outfall B - Overall - Post .......................................................
9
Hydrograph No.
9, SCS Runoff, Outfall C - Site - Pre............................................................
10
Hydrograph No.
10, SCS Runoff, Outfall C - Site - Post ........................................................
11
Hydrograph No.
11, SCS Runoff, Outfall C - Overall - Pre .....................................................
12
Hydrograph No.
12, SCS Runoff, Outfall C - Overall - Post ...................................................
13
2 - Year
SummaryReport .......................................................................................................................
14
HydrographReports.................................................................................................................
15
Hydrograph No.
1, SCS Runoff, Outfall A
- Site - Pre............................................................
15
Hydrograph No.
2, SCS Runoff, Outfall A
- Site - Post..........................................................
16
Hydrograph No.
3, SCS Runoff, Outfall A
- Overall - Pre .......................................................
17
Hydrograph No.
4, SCS Runoff, Outfall A
- Overall - Post .....................................................
18
Hydrograph No.
5, SCS Runoff, Outfall B
- Site - Pre............................................................
19
Hydrograph No.
6, SCS Runoff, Outfall B
- Site - Post..........................................................
20
Hydrograph No.
7, SCS Runoff, Outfall B
- Overall - Pre .......................................................
21
Hydrograph No.
8, SCS Runoff, Outfall B
- Overall - Post .....................................................
22
Hydrograph No.
9, SCS Runoff, Outfall C
- Site - Pre............................................................
23
Hydrograph No.
10, SCS Runoff, Outfall C - Site - Post ........................................................
24
Hydrograph No.
11, SCS Runoff, Outfall C - Overall - Pre .....................................................
25
Hydrograph No.
12, SCS Runoff, Outfall C - Overall - Post ...................................................
26
10 - Year
SummaryReport .......................................................................................................................
27
HydrographReports.................................................................................................................
28
Hydrograph No.
1, SCS Runoff, Outfall A
- Site - Pre............................................................
28
Hydrograph No.
2, SCS Runoff, Outfall A
- Site - Post..........................................................
29
Hydrograph No.
3, SCS Runoff, Outfall A
- Overall - Pre .......................................................
30
Hydrograph No.
4, SCS Runoff, Outfall A
- Overall - Post .....................................................
31
Hydrograph No.
5, SCS Runoff, Outfall B
- Site - Pre............................................................
32
Hydrograph No.
6, SCS Runoff, Outfall B
- Site - Post..........................................................
33
Hydrograph No.
7, SCS Runoff, Outfall B
- Overall - Pre .......................................................
34
Hydrograph No.
8, SCS Runoff, Outfall B
- Overall - Post .....................................................
35
Hydrograph No.
9, SCS Runoff, Outfall C
- Site - Pre............................................................
36
Hydrograph No.
10, SCS Runoff, Outfall C - Site - Post ........................................................
37
Hydrograph No.
11, SCS Runoff, Outfall C - Overall - Pre .....................................................
38
Hydrograph No.
12, SCS Runoff, Outfall C - Overall - Post ...................................................
39
IDFReport.................................................................................................................. 40
APPENDIX E
Kimley>»Horn
Hydraulic Grade Line Calculations
VDOT LD-347
Project: Crozet Square and Oak Street Improvements
Date: 1/27/2021
Locality: Albemarle County
10 -year storm (proposed)
Angle 0 15 20 25 30 40 50 1 60 70 80 90
K 0 0.19 0.25 0.30 0.35 0.43 0.50 0.56 0.61 0.66 0.70
0.8D♦
INV
(OUT)
AMAL
OUTLET WSE
DESIGN
OUTIEr
WSE
D.
C.
Le
Sb
14
JUNCTION LOSS
FINAL
INLET
WSE
F/L
ELEV
Ve
(8)
H,
(9)
a
(10)
V�
(11)
O�V,
(12)
z
H�
Angle
He
H,
Sudara
Fan ?
Facrarl
1.3�
R-17
0.5 H�
2g
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
STR. 3-6
709.42
708.34
709.42
15
5.26
97
0.0066
0.64
5.95
0.14
3.89
4.38
17.04
0.30
0.10
90
0.21
0.45
NO
0.45
NO
0.45
1.09
710.51
715.32
STR. 3-5
710.42
710.51
710.51
15
3.89
27
0.0036
0.10
4.38
0.07
3.41
3.84
13.09
0.23
0.08
90
0.16
0.31
YES
0.41
YES
0.20
0.30
710.81
715.]1
STR. 3-4
710.57
710.81
710.81
15
3.41
195
0.0028
0.54
3.84
0.06
3.47
3.91
13.57
0.24
DM
90
0.17
0.31
NO
0.31
YES
0.15
0.70
711.51
722.68
STR. 3-3
711.41
711.51
711.51
15
3.47
83
0.0029
0.24
3.91
0.06
2.08
2.97
6.18
0.14
0.05
25
0.04
0.15
YES
0.19
YES
0.10
0.34
711.84
720.07
STR. 3-2
711.78
711.84
711.84
15
2.08
58
0.0010
0.06
2.97
0.03
1.02
2.50
2.55
0.10
0.03
20
0.02
am
YES
0.12
YES
0.06
0.12
711.96
719.18
STR. 3-1
]11.95
]31.96
]11.96
15
1.02
109
0.0002
0.03
2.50
0.02
0.00
0.00
0.00
0.00
0.00
0
0.00
0.02
YES
0.03
YES
0.02
0.04
712.01
714.55
STR. 3-7
710.42
]30.51
710.51
15
1.55
19
0.0006
0.01
4.21
0.0]
0.00
0.00
0.00
0.00
0.00
0
0.00
0.0]
VES
0.09
VES
0.04
0.06
]10.5]
]15.38
Kimley>»Horn
Storm Drain Design Calculations
VDOT LD-229
Project: Crozet Square and Oak Street Improvements
Date: 1/27/2021
Locality: Albemarle County
10 -year storm (proposed)
Manning n= 0.013
FROM
POINT
TO POINT
DRAINAGE
AREA
RUNOFF
COEFFICIENT
INIETTIME
RAINFALL
RUNOFF
INVERT ELEVATIONS
LENGTH
SLOPE
Q/%
VELOCITY
FLOW TIME
REMARKS
into
a..
upper end
lower end
leer so..
acres
C
min
in/hr
ON
R
R
R
%
%
fps
min
STR. 3-1
M.3-2
0.17
0.89
0.151
0.151
5.00
6.67
1.02
711.28
710.95
309
0.30%
29%
2.50
0.73
5.00
STR. 3-2
M. 3-3
0.19
0.89
0.169
0.320
5.00
6.43
2.08
710.95
710.78
58
0.30%
k4.32
60%
2.97
0.33
5.73
STR. 3-3
STR.3
0.25
0.89
0.223
0.543
5.00
6.33
3.47
710.78
730.41
83
0.40%
ji'n
80%
3.91
0.35
6.05
STR.3
M. 3-5
(N/A)
(N/A)
0.000
0.543
0.00
6.23
3.41
730.41
709.57
195
0.40%
80%
3.84
0.85
6.40
STR. }5
STR. 3-6
0.12
0.83
0.100
0.642
5.00
6.00
3.89
709.57
709A2
27
0.fiO%
80%
4.38
0.10
7.25
M. 3-6
5TR. 3-8
(N/A)
(N/A)
0.000
0.874
0.00
5.97
5.26
709A2
7p8.42
97
1.00%
80%
5.95
0.27
7.35
STR.}7
STR. 3-6
0.26
0.89
0.231
0.231
5.00
6.67
1.55
71.1
7,42
19
0.90%
25%
4.21
0.08
5.00
Worksheet for Structure 3-1 (Curb On Grade)
Project Description
Solve For
Curb Opening
Length
Input Data
Discharge
0.60 cis
Slope
0.069 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.083 ft/ft
Road Cross Slope
0.020 ft/ft
Roughness Coefficient
0.015
Efficiency
100.00 %
Local Depression
2.0 in
Local Depression Width
24.0 in
Results
Curb Opening Length
7.9 ft
Intercepted Flow
0.60 cis
Bypass Flow
0.00 cis
Spread
1.7 ft
Depth
1.7 in
Flow Area
0.1 ft2
Gutter Depression
1.5 in
Total Depression
3.5 in
Velocity
5.20 ft/s
Equivalent Cross Slope
0.167 ft/ft
Length Factor
1.000
Total Interception Length
7.9 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Crozet Flowmaster.fin8 Center [10.02.00.011
1/26/2021 27 Slemon Company Drive Suite 200 W Page 1 of 1
Watertovm, CT 06795 USA +1-203-755-1666
Worksheet for Structure 3-2 (Curb On Grade)
Project Description
Solve For
Curb Opening
Length
Input Data
Discharge
0.69 cis
Slope
0.018 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.083 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.015
Efficiency
100.00 %
Local Depression
2.0 in
Local Depression Width
24.0 in
Results
Curb Opening Length
5.6 ft
Intercepted Flow
0.69 cis
Bypass Flow
0.00 cis
Spread
2.7 ft
Depth
2.3 in
Flow Area
0.2 ft2
Gutter Depression
1.3 in
Total Depression
3.3 in
Velocity
3.17 ft/s
Equivalent Cross Slope
0.165 ft/ft
Length Factor
1.000
Total Interception Length
5.6 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Crozet Flowmaster.fin6 Center [10.02.00.011
1/26/2021 27 Slemon Company Drive Suite 200 W Page 1 of 1
Watertovm, CT 06795 USA +1-203-755-1666
Worksheet for Structure 3-3 (Curb On Grade)
Project Description
Solve For
Curb Opening
Length
Input Data
Discharge
0.88 cis
Slope
0.018 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.083 ft/ft
Road Cross Slope
0.004 ft/ft
Roughness Coefficient
0.015
Efficiency
100.00 %
Local Depression
2.0 in
Local Depression Width
24.0 in
Results
Curb Opening Length
6.7 ft
Intercepted Flow
0.88 cis
Bypass Flow
0.00 cis
Spread
9.6 ft
Depth
2.4 in
Flow Area
0.3 ft2
Gutter Depression
1.9 in
Total Depression
3.9 in
Velocity
2.56 ft/s
Equivalent Cross Slope
0.146 ft/ft
Length Factor
1.000
Total Interception Length
6.7 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Crozet Flowmaster.fin8 Center [10.02.00.011
1/26/2021 27 Slemon Company Drive Suite 200 W Page 1 of 1
Watertovm, CT 06795 USA +1-203-755-1666
Worksheet for Structure 3-5 (Curb On Grade)
Project Description
Solve For
Curb Opening
Length
Input Data
Discharge
0.38 cis
Slope
0.036 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.083 ft/ft
Road Cross Slope
0.020 ft/ft
Roughness Coefficient
0.015
Efficiency
100.00 %
Local Depression
2.0 in
Local Depression Width
24.0 in
Results
Curb Opening Length
5.3 ft
Intercepted Flow
0.38 cis
Bypass Flow
0.00 cis
Spread
1.6 ft
Depth
1.6 in
Flow Area
0.1 ft2
Gutter Depression
1.5 in
Total Depression
3.5 in
Velocity
3.63 ft/s
Equivalent Cross Slope
0.167 ft/ft
Length Factor
1.000
Total Interception Length
5.3 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Crozet Flowmaster.fin6 Center [10.02.00.011
1/26/2021 27 Slemon Company Drive Suite 200 W Page 1 of 1
Watertovm, CT 06795 USA +1-203-755-1666
Worksheet for Structure 3-7 (Curb On Grade)
Project Description
Solve For
Curb Opening
Length
Input Data
Discharge
0.88 cis
Slope
0.036 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.083 ft/ft
Road Cross Slope
0.020 ft/ft
Roughness Coefficient
0.015
Efficiency
100.00 %
Local Depression
2.0 in
Local Depression Width
24.0 in
Results
Curb Opening Length
7.6 ft
Intercepted Flow
0.88 cis
Bypass Flow
0.00 cis
Spread
2.7 ft
Depth
2.2 in
Flow Area
0.2 ft2
Gutter Depression
1.5 in
Total Depression
3.5 in
Velocity
4.40 ft/s
Equivalent Cross Slope
0.166 ft/ft
Length Factor
1.000
Total Interception Length
7.6 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Crozet Flowmaster.fin8 Center [10.02.00.011
1/26/2021 27 Slemon Company Drive Suite 200 W Page 1 of 1
Watertovm, CT 06795 USA +1-203-755-1666
Worksheet for Structure 3-8 (Curb In Sag)
Project Description
Solve For
Curb Opening
Length
Input Data
Discharge
2.65 cis
Spread
5.5 ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.083 ft/ft
Road Cross Slope
0.045 ft/ft
Opening Height
0.5 ft
Curb Throat Type
Inclined
Local Depression
2.0 in
Local Depression Width
24.0 in
Throat Incline Angle
45.00 degrees
Results
Curb Opening Length
6.0 ft
Depth
3.8 in
Gutter Depression
0.9 in
Total Depression
2.9 in
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Crozet Flowmaster.finti Center [10.02.00.011
1/26/2021 27 Slemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666