HomeMy WebLinkAboutWPO202200001 Study 2022-01-18Erosion & Sediment Control and
Stormwater Management Report
Southern Albemarle Convenience Center
OF
�M6
Lic. No. 051495
1114/22
Albemarle County, Virginia
Prepared For:
Rivanna Solid Waste Authority
January 14, 2022
Z DAA Project Number:
�1 2100656-03
This Document has been subjected to
technical and quality reviews by
Kaitlyn BargEr, Eli
Project Engineer
Date
6 L-la A_ 1/1-7/22
E. Campbell Bolton, P.E.
Project Manager
Date
(Ic"t, (2.A�Xuk
Carolyn A. Howard, P.E. Date
Quality Reviewer
TABLE OF CONTENTS
PART 1: EROSION AND SEDIMENT CONTROL NARRATIVE
1.1
PROJECT DESCRIPTION
4
1.2
EXISTING SITE CONDITIONS
4
1.3
ADJACENT PROPERTY
4
1.4
PLANNED OFFSITE ACTIVITIES
4
1.5
SOILS
5
1.6
CRITICAL EROSION AREAS
5
1.7
EROSION AND SEDIMENT CONTROL MEASURES
5
1.8
STRUCTURAL PRACTICES
8
1.9
VEGETATIVE PRACTICES
9
1.10
PERMANENT STABILIZATION
10
1.11
CONSTRUCTION SEQUENCE
10
1.12
MAINTENANCE
11
PART 2: STORMWATER MANAGEMENT NARRATIVE
2.1
STORMWATER MANAGEMENT OVERVIEW
13
2.2
CHANNEL PROTECTION ANALYSIS
14
2.3
FLOOD PROTECTION ANALYSIS
15
2.4
SHEET FLOW ANALYSIS
15
2.5
STORMWATER QUALITY ANALYSIS
16
2.6
LONG TERM MAINTENANCE
16
2.7
METHODOLOGY
16
Erosion and Sediment Control & Stormwater Management Narrative
Southern Albemarle Convenience Center Page 2 of 16
APPENDICES
APPENDIX A - Channel & Flood Protection
1. Routing and Drainage Area Calculations
2. Energy Balance Calculations
3. Onsite Channel Calculations
4. Downstream Channel Calculations
S. Downstream Drainage Areas
APPENDIX B - Stormwater Quality
1. Virginia Runoff Reduction Method Spreadsheet Re -Development - V3.0
2. Bioretention Sizing Calculations
APPENDIX C - Supporting Documentation
1. National Resource Conservation Service (NRCS) Custom Soil Resource Report for
Amherst County, Virginia
2. NOAA Atlas 14 Point Precipitation Frequency Estimates for Albemarle County,
Virginia
APPENDIX D - Checklists
1. Albemarle County Engineering - Erosion and Sediment Control Plan Checklist
2. Albemarle County Engineering - Drainage Plan Checklist
FIGURES
1. Pre -Developed Landcover Map
2. Post -Developed Landcover Map
3. Pre -Developed Drainage Area Map
4. Post -Developed Drainage Area Map
5. Post -Developed Drainage Area Map - Channels
Erosion and Sediment Control & Stormwater Management Narrative
Southern Albemarle Convenience Center Page 3 of 16
PART 1: Erosion & Sediment Control Narrative
1.1 PROJECT DESCRIPTION
This project proposes to construct a Convenience Center in Southern Albemarle County near the Town of
Keene. Site work will include clearing existing trees, earthwork, an asphalt parking lot, concrete pads for
recycling containers and compactors, an attendance shelter, and the installation of underground electric
conduit. The project also proposes a bioretention basin to meet stormwater management requirements.
The project will have a total disturbed area of approximately 1.75 acres. Within the limits of disturbance, there
are 0.01 acres classified as impervious area, 0.18 acres classified as managed turf, and 1.56 acres classified as
forested area in the existing conditions. In the proposed conditions, there are 0.80 acres classified as managed
turf and 0.95 acres classified as impervious area. In addition, 4.50 acres of forested area on the property outside
the limits of disturbance will be placed in a permanent easement for protection.
1.2 EXISTING SITE CONDITIONS
The site is located in Southern Albemarle County on Esmont Road. The property is located south of the Town
of Keene, west of Scottsville Road (Route 20), and east of Esmont Road.
In the existing conditions, the property is mostly forested with a gravel/dirt road under the power lines across
the front to the site. A dirt drive extends to the east through the middle of the site. There is a high point
through the middle of the site, forcing the runoff flow either to the north or south. The existing topography on
the west end of the site ranges from 1 % to 8% with slopes gradually becoming steeper as you move away from
the ridge running west to east to approximately 8% to 16% slopes.
1.3 ADJACENT PROPERTY
The proposed site is located in Southern Albemarle County. The properties boarding the site are all classified as
rural areas. The property to the north is heavily forested while the properties to the east and south are a mix of
forested and open space. The site is located approximately 800 feet from the intersection of Esmont Road and
Scottsville Road.
No disturbance will take place on adjacent property. With proper sediment control in place to contain sediment
before leaving the limits of construction, no adverse effects resulting from sediment deposition is anticipated
for any of the adjacent or downstream areas.
1.4 PLANNED OFF SITE ACTIVITIES
The project is anticipated to require the import of fill material. All imported material required for backfill, etc.,
shall be obtained from a previously permitted off -site area or a commercial facility. All excess or unsuitable
material shall be transported to a previously permitted off -site disposal area. Should additional off -site areas
be required which do not have an existing permit, they shall have separate Erosion and Sediment Control plans
approved by the authority having jurisdiction. The names of any offsite areas must be provided to Albemarle
County before any soil is transported offsite. The contractor shall be responsible for implementing the
approved erosion and sediment control plan along with final stabilization and maintenance of all off -site areas.
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Southern Albemarle Convenience Center Page 4 of 16
1.5 SOILS
A Natural Resource Conservation Service (NRCS) Custom Soil Resource Report for Albemarle County, Virginia
Dated November 30, 2021 shows that the majority of the soils on site are classified as Buffstat Silt Loam with a
hydrologic soil group classification of B. A small portion of the soils on the northeast and southwest sides of
the site have soils classified as Bugley Channery Silt Loam with a hydraulic soil group classification of D. Refer
to Appendix C-1 for the full soil report. A full geotechnical report was also completed for the project and will
be made available for the contractor's use
1.6 CRITICAL EROSION AREAS
The project will have proposed tie in slopes of 3:1 that could be considered critical erosion areas. Regular
inspections shall be conducted across the entire site to ensure the disturbed and downstream soils do not
become erosive as construction progresses. In general, the contractor shall minimize the areas disturbed at one
time and shall immediately apply seed and mulch to denuded areas after work is performed.
1.7 EROSION AND SEDIMENT CONTROL MEASURES
Unless otherwise indicated, all vegetative and structural erosion and sediment control measures shall be
constructed and maintained according to the latest standards and specifications of the Virginia Erosion and
Sediment Control Handbook. Unless waived or approved by local administrator, the minimum standards of
VESCR shall apply.
MINIMUM STANDARDS:
A VESCP must be consistent with the following criteria, techniques and methods:
1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final
grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days
to denuded areas that may not be at final grade but will remain dormant for longer than 14 days.
Permanent stabilization shall be applied to areas that are to be left dormant for more than one year.
2. During construction of the project, soil stockpiles and borrow areas shall be stabilized or protected with
sediment trapping measures. The applicant is responsible for the temporary protection and permanent
stabilization of all soil stockpiles on site as well as borrow areas and soil intentionally transported from the
project site.
3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized.
Permanent vegetation shall not be considered established until a ground cover is achieved that is uniform,
mature enough to survive and will inhibit erosion.
4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap
sediment shall be constructed as a first step in any land -disturbing activity and shall be made functional
before upslope land disturbance takes place.
5. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions
immediately after installation.
6. Sediment traps and sediment basins shall be designed and constructed based upon the total drainage area
to be served by the trap or basin.
a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of drainage area
and the trap shall only control drainage areas less than three acres.
b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or
equal to three acres shall be controlled by a sediment basin. The minimum storage capacity of a
sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a
minimum, maintain the structural integrity of the basin during a 25-year storm of 24-hour duration.
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Runoff coefficients used in runoff calculations shall correspond to a bare earth condition or those
conditions expected to exist while the sediment basin is utilized.
7. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are
found to be eroding excessively within one year of permanent stabilization shall be provided with
additional slope stabilizing measures until the problem is corrected.
8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary
or permanent channel, flume or slope drain structure.
9. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided.
10. All storm sewer inlets that are made operable during construction shall be protected so that sediment -
laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove
sediment.
11. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet
protection and any required temporary or permanent channel lining shall be installed in both the
conveyance channel and receiving channel.
12. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment,
control sediment transport and stabilize the work area to the greatest extent possible during construction.
Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be
used for these structures if armored by nonerodible cover materials.
13. When a live watercourse must be crossed by construction vehicles more than twice in any six-month
period, a temporary vehicular stream crossing constructed of nonerodible material shall be provided.
14. All applicable federal, state and local requirements pertaining to working in or crossing live watercourses
shall be met.
15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is
completed.
16. Underground utility lines shall be installed in accordance with the following standards in addition to other
applicable criteria:
a. No more than 500 linear feet of trench may be opened at one time.
b. Excavated material shall be placed on the uphill side of trenches.
c. Effluent from dewatering operations shall be filtered or passed through an approved sediment
trapping device, or both, and discharged in a manner that does not adversely affect flowing streams
or off -site property.
d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and
promote stabilization.
e. Restabilization shall be accomplished in accordance with this chapter.
f. Applicable safety requirements shall be complied with.
17. Where construction vehicle access routes intersect paved or public roads, provisions shall be made to
minimize the transport of sediment by vehicular tracking onto the paved surface. Where sediment is
transported onto a paved or public road surface, the road surface shall be cleaned thoroughly at the end of
each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a
sediment control disposal area. Street washing shall be allowed only after sediment is removed in this
manner. This provision shall apply to individual development lots as well as to larger land -disturbing
activities.
18. All temporary erosion and sediment control measures shall be removed within 30 days after final site
stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the
VESCP authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary
measures shall be permanently stabilized to prevent further erosion and sedimentation.
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19. Properties and waterways downstream from development sites shall be protected from sediment
deposition, erosion and damage due to increases in volume, velocity and peak flow rate of stormwater
runoff for the stated frequency storm of 24-hour duration in accordance with the following standards and
criteria. Stream restoration and relocation projects that incorporate natural channel design concepts are not
man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural
or man-made channels:
Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate
natural or man-made receiving channel, pipe or storm sewer system. For those sites where runoff is discharged
into a pipe or pipe system, downstream stability analyses at the outfall of the pipe or pipe system shall be
performed.
a. Adequacy of all channels and pipes shall be verified in the following manner:
(1) The applicant shall demonstrate that the total drainage area to the point of analysis
within the channel is one hundred times greater than the contributing drainage area
of the project in question; or
(2) (a) Natural channels shall be analyzed by the use of a two-year storm to verify that
stormwater will not overtop channel banks nor cause erosion of channel bed or
banks.
(b) All previously constructed man-made channels shall be analyzed by the use of a
ten-year storm to verify that stormwater will not overtop its banks and by the use of
a two-year storm to demonstrate that stormwater will not cause erosion of channel
bed or banks; and
(c) Pipes and storm sewer systems shall be analyzed by the use of a ten-year storm to
verify that stormwater will be contained within the pipe or system.
b. If existing natural receiving channels or previously constructed man-made channels or pipes are not
adequate, the applicant shall:
(1) Improve the channels to a condition where a ten-year storm will not overtop the
banks and a two-year storm will not cause erosion to the channel, the bed, or the
banks; or
(2) Improve the pipe or pipe system to a condition where the ten-year storm is
contained within the appurtenances;
(3) Develop a site design that will not cause the pre -development peak runoff rate from
a two-year storm to increase when runoff outfalls into a natural channel or will not
cause the pre -development peak runoff rate from a ten-year storm to increase when
runoff outfalls into a man-made channel; or
(4) Provide a combination of channel improvement, stormwater detention or other
measures which is satisfactory to the VESCP authority to prevent downstream
erosion.
c. The applicant shall provide evidence of permission to make the improvements.
d. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate
development condition of the subject project.
e. If the applicant chooses an option that includes stormwater detention, he shall obtain approval from
the VESCP of a plan for maintenance of the detention facilities. The plan shall set forth the
maintenance requirements of the facility and the person responsible for performing the
maintenance.
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f. Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipators
shall be placed at the outfall of all detention facilities as necessary to provide a stabilized transition
from the facility to the receiving channel.
g. All on -site channels must be verified to be adequate.
h. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property
shall be diverted to a stable outlet, adequate channel, pipe or pipe system, or to a detention facility.
i. In applying these stormwater management criteria, individual lots or parcels in a residential,
commercial or industrial development shall not be considered to be separate development projects.
Instead, the development, as a whole, shall be considered to be a single development project.
Hydrologic parameters that reflect the ultimate development condition shall be used in all
engineering calculations.
j. All measures used to protect properties and waterways shall be employed in a manner which
minimizes impacts on the physical, chemical and biological integrity of rivers, streams and other
waters of the state.
k. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses
any flow rate capacity and velocity requirements for natural or man-made channels shall satisfy the
flow rate capacity and velocity requirements for natural or man-made channels if the practices are
designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain and
release over a 24-hour period the expected rainfall resulting from the one year, 24-hour storm; and
(iii) reduce the allowable peak flow rate resulting from the 1.5, 2, and 10-year, 24-hour storms to a
level that is less than or equal to the peak flow rate from the site assuming it was in a good forested
condition, achieved through multiplication of the forested peak flow rate by a reduction factor that
is equal to the runoff volume from the site when it was in a good forested condition divided by the
runoff volume from the site in its proposed condition, and shall be exempt from any flow rate
capacity and velocity requirements for natural or man-made channels as defined in any regulations
promulgated pursuant to § 62.1-44.15:54 or 62.1-44.15:65 of the Act.
I. For plans approved on and after July 1, 2014, the flow rate capacity and velocity requirements of §
62.1-44.15:52 A of the Act and this subsection shall be satisfied by compliance with water quantity
requirements in the Stormwater Management Act (§ 62.1-44.15:24 et seq. of the Code of Virginia)
and attendant regulations, unless such land -disturbing activities are in accordance with 9VAC25-
870-48 of the Virginia Stormwater Management Program (VSMP) Regulations.
m. Compliance with the water quantity minimum standards set out in 9VAC25-870-66 of the Virginia
Stormwater Management Program (VSMP) Regulations shall be deemed to satisfy the requirements
of subdivision 19 of this subsection.
1.8 STRUCTURAL PRACTICES
1. TEMPORARY CONSTRUCTION ENTRANCE — 3.02
A stone pad, located at the point of vehicular ingress and egress to the construction site. The purpose is to
prevent or reduce the amount of mud transported to the public road. Sediment dislodged or washed from
the vehicle should be contained within a proper sediment trapping area. All vehicles entering and exiting a
disturbed area shall use the entrance. The location of the entrance may need to be relocated as
construction progresses; coordinate locations with inspectors.
2. SILT FENCE — 3.05
Silt fence sediment barriers will be installed down slope of disturbed areas to filter sediment laden runoff.
3. TEMPORARY DIVERSION DIKE — 3.09
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To be installed to divert stormwater runoff to trapping measures by creating a temporary ridge of
compacted soil constructed at the top or base of a sloping disturbed area. The location of the diversions
may need to be altered throughout construction to ensure the maximum amount of runoff from the
disturbed area is being captured by a trapping measure.
4. TEMPORARY SEDIMENT TRAP — 3.13
To be used when the drainage area is less that three acres to detain sediment -laden runoff from small,
disturbed areas long enough to allow sediment to filter out of the runoff.
5. SURFACE ROUGHENING —3.29
Applied on graded slopes to aid in establishing vegetation, reduce runoff velocity and erosion, and provide
for sediment trapping. A rough soil is created by creating horizontal depressions by running a tracked piece
of equipment up and down the slopes.
6. TREE PROTECTION — 3.38
A temporary fence installed around trees and vegetation that will remain to prevent damage during
construction. The fencing will be installed along the drip line of the tree where possible.
7. DUST CONTROL — 3.39
Dust control measures will be used over the whole site to reduce surface and air movement of dust during
land disturbance, demolition, and construction activities.
1.9 VEGETATIVE PRACTICES
GENERAL: A permanent vegetative cover shall be established on denuded areas not otherwise permanently
stabilized by concrete, pavement or landscaped mulched beds. Permanent vegetation shall not be considered
established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosion.
New vegetation shall be maintained for one full year after planting. New seeding shall be supplied with
adequate moisture, especially late in the season, and in abnormally hot or dry weather. Stabilization practices
shall be accomplished in accordance with the appropriate VESCH Std. & Spec. and as per the Erosion and
Sediment Control Plan. Selection of the appropriate seed mixture for temporary seeding will depend upon the
time of year it is applied.
1. TOPSOILING — 3.30
A 4" layer of topsoil shall be applied to all landscaped and grassed areas. The topsoil shall be free of rocks
and debris. Topsoil allows a stronger and healthier stand of grass to establish quickly to stabilize unpaved
areas of the site.
2. TEMPORARY SEEDING — 3.31
Temporary seeding shall be applied over denuded areas that will not be brought to final grade within 14
days. Temporary seeding mixes shall be as described in VESCH Std. & Spec. 3.31.
3. PERMANENT SEEDING — 3.32
Permanent seeding shall be applied within 7 days to all areas at final grade that will not receive hardscape
or other landscape. Permanent seeding shall also be used on all areas that are not at final grade and that
will be left dormant for a period of more than 1 year. If conflicts exist between the project specifications
and the VESCH Std. & Spec. 3.32, the more stringent requirement shall apply. Permanent seeding mixes and
rates are found in VESCH Std. & Spec. 3.32. Testing shall be performed to determine appropriate amounts
and lime and fertilizer to use.
4. MULCHING-3.35
Application of plant residues or other suitable materials to the soil surface to prevent erosion by protecting
the soil surface from raindrop impact and reducing the velocity of overland flow. It is also used to foster the
growth of vegetation by increasing available moisture and providing insulation against extreme heat and
cold. Mulching shall be applied throughout construction on denuded areas.
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5. SOIL STABILIZATION BLANKETS & MATTING — 3.36
Biodegradable matting installed over steep slopes
of vegetation is established. Permanent matting
velocities under final project conditions.
to hold the earth and seed in place while a good stand
shall be installed in areas with anticipated high flow
1.10 PERMANENT STABILIZATION
All areas within the limits of disturbance shall be stabilized with hardscape, landscape mulch, or permanent
seeding with straw mulch following final grade.
1.11 CONSTRUCTION SEQUENCE
1. The contractor shall contact the appropriate authorities in writing a minimum of one week in advance of
the pre -construction meeting.
2. The contractor is responsible for ensuring all applicable permits are in place prior to starting construction.
3. All items of work necessary to complete this project shall be in compliance with all local, state, and federal
codes.
4. Prior to any land disturbing activity, contractor shall provide the name, certification information, and
contact information of the designated responsible land disturber (RLD) to the appropriate authorities.
5. Phase 1 — Initial E&S Measures and Grading - Prior to starting construction or earthwork activities, initial
erosion and sediment control measures shall be installed and made operational as shown on the plans.
a. Install perimeter control measures including silt fence and tree protection.
b. Install construction entrance as shown on the plans. Disturb the minimum area needed to install
entrance. Adjust construction entrance as required as construction progresses.
c. Construct the temporary sediment trap and install silt fence on the downhill side of the berm.
Disturb the minimum area needed to install the trap.
d. Construct the diversion dikes to direct runoff to the sediment trap.
e. Begin clearing and grubbing of the site. Topsoil should be stockpiled and saved for use during final
site grading. Clearing and grubbing activities should be performed as needed for the next
construction activity and not across the entire site at once.
f. All stockpiles shall be surrounded by silt fence and seeded in compliance with MS-19.
g. Begin initial grading of the site. All excavated material and debris shall be stockpiled or disposed of
in a lawful manner. Albemarle County is to be notified prior to any hauling to or from an offsite
borrow or waste area.
h. Throughout construction activities, apply dust control measures according to VESCH std. & spec.
3.39. All material or debris tracked onto a public or private road surface will be cleaned thoroughly
at the end of each day. Sediment shall be removed from roads by shoveling or sweeping and be
transported to a sediment -controlled disposal area.
i. Apply temporary seeding and mulching as necessary.
6. Phase 2 — Paving, Utility Installation and Final Stabilization
a. Maintain all perimeter erosion and sediment control measures. Erosion and sedimentation controls
shall be maintained until such a time as a vegetative cover is established or hardscape is installed on
all areas uphill of the measures. The sediment trap shall be left in place until all possible upstream
earthwork is complete and stabilized.
b. Install all additional measures shown on the plans and as deemed necessary through inspections by
the RLD, County or engineer.
c. Begin utility installation. Pile material on uphill side of trenches.
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d. Use appropriate dust control measures for disturbed areas as well as temporary seeding and straw
mulching as necessary.
e. Proceed with asphalt and concrete paving.
f. The sediment trap shall remain operational for as long as construction allows. Throughout
construction, utilize diversion dikes and temporary channels to maintain the same approximate area
draining to the trap. The trap can be removed once the upstream drainage area is stabilized. Obtain
approval from the ESC inspector prior to removal. Remove any sediment laden material collected at
the bottom of the basin before regrading.
g. Apply permanent seeding, topsoil, straw mulching, and blanket and matting to all disturbed areas.
Install temporary blanket matting on all disturbed slopes 4:1 and greater.
7. Phase 3 — Construction of Bioretention
a. Once upstream areas have been stabilized, begin bioretention construction. Downstream erosion
and sediment control measure shall remain in place.
b. Install temporary silt fence and diversion dikes around bioretention to divert runoff around facilities
during installation.
c. Begin construction on the proposed stormwater management facility.
d. Document and survey measures as they are constructed in accordance with the Virginia Stormwater
Management Regulations.
e. Finalize construction and install landscaping in bioretention.
f. After the facilities have reached final stabilization and the inspector approves the site, the
stormwater facilities may be brought online. The facilities should not receive runoff before this
point.
g. Apply permanent seeding and mulching to all remaining disturbed areas.
h. All stormwater pipes and structures shall be cleaned of all sediment build up.
8. Once the site work is completely finalized and all stabilization measures are in place, notify the inspectors
for a final inspection.
9. Once approval is acquired from the inspector and all upstream areas have established vegetation, all
remaining erosion and sediment control measures shall be removed within 30 days.
10. Remove all equipment, construction materials and debris from the site.
1.12 MAINTENANCE
Prior to any land disturbing activity, contractor shall provide the name, certification information, and contact
information of the designated Responsible Land Disturber (RLD) to the appropriate authorities. In general, all
erosion and sediment control measures shall be inspected per the Construction General Permit. During
construction, the contractor's designated RLD will be responsible for inspecting and repairing damaged
erosion/sediment control measures. The following items will be checked in particular:
1. The construction entrance shall be maintained in a condition which will prevent tracking or flow of mud
off the site. This may require periodic top dressing with additional stone or the washing and reworking
of existing stone as conditions demand and repair and/or cleanout of any structures used to trap
sediment. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm
drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or
tracked onto roadways will not be permitted under any circumstances.
2. The silt fence barriers shall be checked for undermining and deterioration of or damage to the fabric.
Damages shall be immediately repaired. Sediment shall be removed when the level of sediment
deposition reaches one half the height of the barrier.
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3. The sediment trap embankment shall be checked regularly for signs of erosion and the soundness of
the embankment. The basin should be checked after each runoff -producing rainfall for sediment build-
up. When sediment reaches the cleanout level, it shall be removed and properly disposed of.
4. All sediment removed from trapping measures shall be deposited in a suitable area and in such a
manner that it will not erode or cause sedimentation problems.
5. The seeded and mulched areas shall be checked regularly to ensure that a good stand is maintained.
Areas should be fertilized and reseeded as needed. Refer to ESC Technical Bulletin #4. Provide remedial
stabilization and seeding for a period of one year after construction.
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PART 2: Stormwater Management Narrative
2.1 STORMWATER MANAGEMENT OVERVIEW
The project is in southern Albemarle County near Keene and proposes the construction of a convenience
center. Site work will include clearing of existing trees, earthwork, and the installation of an asphalt parking lot,
concrete pads, and a bioretention basin. The bioretention basin will be utilized to satisfy the stormwater
management quality and quantity requirements, in addition to the use of conserved open space.
The project will have a total disturbed area of approximately 1.75 acres. Within the limits of disturbance, there
are 0.01 acres classified as impervious area, 0.18 acres classified as managed turf, and 1.56 acres classified as
forested area in the existing conditions. In the proposed conditions, there are 0.80 acres classified as managed
turf and 0.95 acres classified as impervious area. In addition, 4.50 acres of forested area on the property outside
the limits of disturbance will be placed in a permanent easement for protection. Figures 1 and 2 show the pre -
and post -developed land cover conditions.
There is an existing high point through the center of the site that runs west to east, forcing the runoff to flow to
either the north or south. The site is broken down into four (4) overall drainage areas. Refer to Figures 3 and 4
for the pre- and post -developed drainage area maps.
Drainage Area 1 (DA-1) — DA-1 consist of the runoff which ultimately ends up in a natural channel at the
northeast edge of the site. This channel flows east until it reaches Scottsville Road and then flows south
following the road. The overall drainage area of the channel is approximately 345 acres before it flows under
Riding Club Road, which is over 100 times the site area. A map showing the downstream drainage area can be
found in Appendix A-5.
In the existing condition, runoff from over half the project area sheet flows north through the forested area
towards the existing channel. In the post developed condition, only a small area of sheet flow which continues
to flow to the north in DA-1 remains. However, the outflow from the proposed bioretention basin, which
captures runoff from most of the project area, is directed into a riprap channel. The proposed channel
continues down the existing slope through the forested area and discharges directly into the existing channel.
Drainage Area 2 (DA-2) — DA-2 consists of runoff which sheet flows out of the project limits and off the
property to the south. There is no on -site channel on the property. An existing natural valley is located
approximately 100 liner feet downstream of the property line, which ultimately ends up in the same channel as
DA-1. In the pre- and post -developed condition, only sheet -flow leaves the project limits in DA-2. The post -
developed area in DA-2 is significantly reduced.
Drainage Areas 3 & 4 (DA-3 & DA-4) — DA-3 & DA-4 are the small areas along Esmont Road which flow into
the roadside ditch. The entrance is located at the high point in the road, so there is a ditch flowing both to the
north (DA-3) and south (DA-4). The areas within these drainage areas are very small in both the pre- and post -
developed conditions but are slightly reduced following construction. Given the small size of these drainage
areas and the reduction in the post -developed condition, no further analysis is required or provided within this
report to document compliance with the regulations.
Erosion and Sediment Control & Stormwater Management Narrative
Southern Albemarle Convenience Center Page 13 of 16
The areas and 10-year flow rates from each drainage area are summarized below, with additional information
contained in the calculation in Appendix A-1.
Pre -Area
(Ac.)
Post -Area
(Ac.)
Pre-Q10
(cfs)
Pre-Q10
(cfs)
DA-1 (Sheet Flow)
1.04
0.16
1.68
0.67
DA-1 (Bioretention)
N/A
1.26
N/A
5.05
DA-1 (Channel)
N/A
0.09
N/A
0.43
DA-2 (Sheet Flow)
0.61
0.18
0.80
0.49
DA-1 (Sheet Flow)
0.04
0.02
0.12
0.09
FDA-1 (Sheet Flow)
0.07
0.04
0.18
0.16
The bioretention basin is designed in accordance with the Virginia BMP Clearinghouse Specification 9, Version
2.0, 2013 for a level one facility. It has a forebay separated from the main basin with gabion baskets. The
forebay is used for additional ponding volume but will not contain bioretention soil mix. The surface area of the
bioretention mix in the main basin is above the minimum area calculated as per Equation 9.3. The volume of
the bioretention basin below the outlet, including the voids in the subsurface materials, exceeds the required
treatment volume. A summary of these areas and volumes can be found in Appendix B-2.
The basin is designed with a riser outfall structure with a low -flow orifice to reduce the flow rate of the one-
year storm to meet energy balance. The orifice is positioned one -foot above the mulch elevation creating one -
foot of ponding, which is the maximum allowable in the specification. Plants specifically suited to handled wet
conditions have been selected. The outlet pipe of the bioretention will discharge into a proposed riprap
channel that directs the water to the north to the existing channel. The bioretention basin also has a weir in the
berm to bypass the higher capacity storms through the basin.
The bioretention basin is modeled using only the capacity above the mulch elevation. No credit is taken for
volumes within the voids of subsurface material for the quantity routing calculations. A 1.5 inch -per -hour
infiltration rate is applied to the surface area of the bioretention soil mix, which is a typical value for this
material. This infiltrated runoff is extracted from the bioretention outfall, meaning the flow or volume is not
counted in the routed values (line 16 in the calculations in Appendix A-1). The runoff infiltrating into the
bioretention subgrade will ultimately leave the facility through the underdrain is allowed to be excluded from
the results as per Virginia Department of Environmental Quality (DEQ) guidance since it will occur significantly
after the storm event.
2.2 CHANNEL PROTECTION ANALYSIS
The Virginia Stormwater Management Program (VSMP) Regulations for concentrated stormwater flow into a
natural conveyance system (9VAC25-870-66 B.3) states the runoff from the 1-year storm must be released such
that it meets the energy balance equation. The regulations (9VAC25-870-66 BA) states the limits of this analysis
end when the energy balance equation is satisfied.
DA-1 contains the concentrated discharge to a natural channel. The pre -developed flow and volume from DA-1
(line 4 in the calculations in Appendix A-1) and the post -developed outflow volume of the bioretention (line 16
in the calculations in Appendix A-1) is used for the inputs to the energy balance equation. This is used to solve
the energy balance equation and gives a Q-Allowable in the post -developed condition. This is compared to the
Erosion and Sediment Control & Stormwater Management Narrative
Southern Albemarle Convenience Center Page 14 of 16
flow rate out of the bioretention basin. The 1-year allowable flow rate out as per the energy balance equation is
0.13 cfs. The one-year flow rate out of the bioretention is 0.08 cfs. Therefore, the energy balance equation is
satisfied for the concentrated flow leaving the site and the channel protection criteria is met. A summary of the
values used for this calculation are summarized below. The energy balance equation calculations is located in
Appendix A-2.
Volume1
(cu-ft)
Q1
(cfs)
Pre -Developed
947
0.15
Post -Developed
879
0.08
Q-Allowable
0.13
2.3 FLOOD PROTECTION ANALYSIS
The Virginia Stormwater Management Program (VSMP) Regulations for flood protection (9VAC25-870-66 C)
state concentrated stormwater flow shall be released into a downstream system with the capacity to convey the
post -development peak flow from the 10-year, 24-hour storm event. The regulations (9VAC25-870-66 C.3)
state the limits of this analysis end where the site's contributing drainage area is less than or equal to 1.0% of
the total watershed area draining to a point of analysis in the downstream stormwater conveyance system.
All concentrated flows within proposed and existing channels were analyzed for capacity in the 10-year storm,
including the on -site grass channels, the proposed downstream riprap channel, and the existing downstream
channel. Calculations demonstrate capacity in all channels, and therefore detention for the 10-year storm is not
required with the project. As noted in Section 2.1, the point where the project area is less than 1.0% of the
overall drainage area of the downstream channel is north of the intersection of Riding Club Road and
Scottsville Road. Three sections along the existing channel were analyzed between the outfall of the site to this
point to verify the existing conditions have adequate capacity. Calculations for the on -site channels are located
in Appendix B-3 with the drainage areas shown on Figure 5. Calculations for the analysis of the downstream
channel sections are located in Appendix A-4 with the section locations shown on Figure 4. By demonstrating
capacity of the downstream system to the 1.0% analysis point, the flood protection requirement is met.
2A SHEET FLOW ANALYSIS
The Virginia Stormwater Management Program (VSMP) Regulations for sheet flow (9VAC25-870-66 D) state
increased volumes of sheet flow resulting from pervious or disconnected impervious areas, or from physical
spreading of concentrated flow through level spreaders, must be identified and evaluated for potential impacts
on down -gradient properties or resources.
Both DA-1 and DA-2 contain areas of sheet flow in the pre- and post -developed conditions. The areas in the
post -developed condition are only the slopes around the perimeter of the project limits which were not able to
be directed to the bioretention basin. The overall areas area much smaller and the volumes are reduced in the
post -developed condition. Therefore, no further analysis of the sheet flow is required.
During design, the use of a level spreader at the west end of the project site, in place of the bioretention basin
and riprap channel, was considered. After discussing this with the County, it was determined this approach hac
the potential for creating issues along the existing slopes between the project area and the downstream
channels. The existing forest floor has very limited vegetation under the tree canopy, so increased flows at one
Erosion and Sediment Control & Stormwater Management Narrative
Southern Albemarle Convenience Center Page 15 of 16
location may eventually lead to rill erosion. Therefore, the bioretention basin and channel through the existing
woods is proposed to eliminate any areas of increased sheet flow.
2.5 STORMWATER QUALITY ANALYSIS
Water quality requirements were calculated using the Virginia Runoff Reduction Method (VRRM) spreadsheet
for redevelopment, version 3.0. The total disturbed area of 1.75 acres plus the area of conserved open space of
4.50 acres outside the project area is used as the site area; 6.25 acres. This area has 0.01 acres of impervious
area in the pre -developed conditions and 0.95 acres in the post -developed conditions. The 4.50 acres of
conserved open space is carried in both the pre- and post -developed conditions to take credit for the available
pollutant load reduction. After the 4.50 acres is legally protected by a conservation easement, the resultant
VRRM worksheet shows a requirement of 0.24 pounds of pollutant removal required.
To meet the additional water quality requirements, the project proposes a level one bioretention basin which is
credited with a 40% runoff reduction credit. Given the drainage area to the facility, this results in a reduction of
1.17 pounds, which exceeds the requirement of 0.24 pounds by 0.93 pounds.
2.6 LONGTERM MAINTENANCE
Albemarle County, in conjunction with the Rivanna Solid Waste Authority (RSWA), will be responsible for
maintaining the bioretention basin and the stormwater conveyance channels on the property. A long-term
maintenance agreement will be created and executed. Additional maintenance notes are included on the plan
set.
2.7 METHODOLOGY
Drainage area flow rates and routing calculations for the bioretention were performed in the'Hydraflow
Hydrographs' program using the SCS method. The soils throughout the site are classified by one of two
hydrologic groups, Group B or Group D. Refer to the table below for the curve numbers used for the associated
land cover.
Land Cover Type
Curve Number
Forest (B soils)
55
Forest (D soils)
77
Meadow (B soils)
58
Managed Turf (B soils)
61
Managed Turf (D soils)
80
Ri ra
84
Impervious
98
The rational system was used in the channel design. Rational C values used were 0.90 for impervious areas and
0.30 for pervious area.
Time of Concentrations were calculated using the TR-55 method in the'Hydraflow Hydrographs' program.
Drainage areas with time of concentrations below 5 minutes were defaulted to the minimum 5 minutes,
including all post -developed drainage areas.
Erosion and Sediment Control & Stormwater Management Narrative
Southern Albemarle Convenience Center Page 16 of 16
Appendix A
Channel & Flood Protection
1. Routing and Drainage Area Calculations
Hydraflow Table of Contents 22 0111 - Keene - Drainage Calcs- Bio.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Sunday, 01 / 16 12022
Hydrograph Return Period Recap............................................................................. 1
1 -Year
SummaryReport ......................................................................................................................... 2
HydrographReports................................................................................................................... 3
Hydrograph No.
1, SCS Runoff, Pre LOD................................................................................
3
Hydrograph No.
2, SCS Runoff, Post LOD..............................................................................
4
Hydrograph No.
4, SCS Runoff, Pre DA-1...............................................................................
5
Hydrograph No.
5, SCS Runoff, Pre DA-2...............................................................................
6
Hydrograph No.
6, SCS Runoff, Pre DA-3...............................................................................
7
Hydrograph No.
7, SCS Runoff, Pre DA-4...............................................................................
8
Hydrograph No.
9, SCS Runoff, Post DA-1 Sheet Flow...........................................................
9
Hydrograph No.
10, SCS Runoff, Post DA-2 Sheet Flow .......................................................
10
Hydrograph No.
11, SCS Runoff, Post DA-3..........................................................................
11
Hydrograph No.
12, SCS Runoff, Post DA-4..........................................................................
12
Hydrograph No.
13, SCS Runoff, Post DA-1 - To Bioretention.............................................
13
Hydrograph No.
14, SCS Runoff, Post DA-1 - Direct to Channel ...........................................
14
Hydrograph No.
16, Reservoir, Bioretention..........................................................................
15
Pond Report
- Bioretention................................................................................................
16
Hydrograph No.
18, Rational, Channel 1...............................................................................
18
Hydrograph No.
19, Rational, Channel 2...............................................................................
19
Hydrograph No.
20, Combine, Channel 3..............................................................................
20
2 - Year
SummaryReport .......................................................................................................................
21
HydrographReports.................................................................................................................
22
Hydrograph No.
1, SCS Runoff, Pre LOD..............................................................................
22
Hydrograph No.
2, SCS Runoff, Post LOD............................................................................
23
Hydrograph No.
4, SCS Runoff, Pre DA-1.............................................................................
24
Hydrograph No.
5, SCS Runoff, Pre DA-2.............................................................................
25
Hydrograph No.
6, SCS Runoff, Pre DA-3.............................................................................
26
Hydrograph No.
7, SCS Runoff, Pre DA-4.............................................................................
27
Hydrograph No.
9, SCS Runoff, Post DA-1 Sheet Flow .........................................................
28
Hydrograph No.
10, SCS Runoff, Post DA-2 Sheet Flow .......................................................
29
Hydrograph No.
11, SCS Runoff, Post DA-3..........................................................................
30
Hydrograph No.
12, SCS Runoff, Post DA-4..........................................................................
31
Hydrograph No.
13, SCS Runoff, Post DA-1 - To Bioretention.............................................
32
Hydrograph No.
14, SCS Runoff, Post DA-1 - Direct to Channel ...........................................
33
Hydrograph No.
16, Reservoir, Bioretention..........................................................................
34
Hydrograph No.
18, Rational, Channel 1...............................................................................
35
Hydrograph No.
19, Rational, Channel 2...............................................................................
36
Hydrograph No.
20, Combine, Channel 3..............................................................................
37
10 - Year
SummaryReport ....................................................................................................................... 38
HydrographReports................................................................................................................. 39
Hydrograph No. 1, SCS Runoff, Pre LOD.............................................................................. 39
Hydrograph No. 2, SCS Runoff, Post LOD............................................................................ 40
Contents continued... 22 0111 - Keene - Drainage Calcs- Bio.gpw
Hydrograph No.
4, SCS Runoff, Pre DA-1.............................................................................
41
Hydrograph No.
5, SCS Runoff, Pre DA-2.............................................................................
42
Hydrograph No.
6, SCS Runoff, Pre DA-3.............................................................................
43
Hydrograph No.
7, SCS Runoff, Pre DA-4.............................................................................
44
Hydrograph No.
9, SCS Runoff, Post DA-1 Sheet Flow .........................................................
45
Hydrograph No.
10, SCS Runoff, Post DA-2 Sheet Flow .......................................................
46
Hydrograph No.
11, SCS Runoff, Post DA-3..........................................................................
47
Hydrograph No.
12, SCS Runoff, Post DA-4..........................................................................
48
Hydrograph No.
13, SCS Runoff, Post DA-1 - To Bioretention.............................................
49
Hydrograph No.
14, SCS Runoff, Post DA-1 - Direct to Channel ...........................................
50
Hydrograph No.
16, Reservoir, Bioretention..........................................................................
51
Hydrograph No.
18, Rational, Channel 1...............................................................................
52
Hydrograph No.
19, Rational, Channel 2...............................................................................
53
Hydrograph No.
20, Combine, Channel 3..............................................................................
54
100 - Year
SummaryReport .......................................................................................................................
55
HydrographReports.................................................................................................................
56
Hydrograph No.
1, SCS Runoff, Pre LOD..............................................................................
56
Hydrograph No.
2, SCS Runoff, Post LOD............................................................................
57
Hydrograph No.
4, SCS Runoff, Pre DA-1.............................................................................
58
Hydrograph No.
5, SCS Runoff, Pre DA-2.............................................................................
59
Hydrograph No.
6, SCS Runoff, Pre DA-3.............................................................................
60
Hydrograph No.
7, SCS Runoff, Pre DA-4.............................................................................
61
Hydrograph No.
9, SCS Runoff, Post DA-1 Sheet Flow .........................................................
62
Hydrograph No.
10, SCS Runoff, Post DA-2 Sheet Flow .......................................................
63
Hydrograph No.
11, SCS Runoff, Post DA-3..........................................................................
64
Hydrograph No.
12, SCS Runoff, Post DA-4..........................................................................
65
Hydrograph No.
13, SCS Runoff, Post DA-1 - To Bioretention.............................................
66
Hydrograph No.
14, SCS Runoff, Post DA-1 - Direct to Channel ...........................................
67
Hydrograph No.
16, Reservoir, Bioretention..........................................................................
68
Hydrograph No.
18, Rational, Channel 1...............................................................................
69
Hydrograph No.
19, Rational, Channel 2...............................................................................
70
Hydrograph No.
20, Combine, Channel 3..............................................................................
71
IDFReport .................................................................................................................. 72
Hydrograph Return Period Re CVdl.I.Hydrographs Extension for Autodesk®CnAl 3DO by Autodesk, Inc. J2021
Hyd.
Hydrograph
Inflow
Peak Outflow(cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
0.197
0.615
2.648
-----
7.897
Pre LOD
2
SCS Runoff
3.964
5.423
9.965
-----
18.70
Post LOD
4
SCS Runoff
0.149
0.422
1.680
-----
-----
4.865
Pre DA-1
5
SCS Runoff
0.037
0.153
0.799
-----
2.549
Pre DA-2
6
SCS Runoff
0.023
0.044
0.120
-----
0.294
Pre DA-3
7
SCS Runoff
0.026
0.058
0.182
-----
0.473
Pre DA4
9
SCS Runoff
0.194
0.301
0.656
-----
1.423
Post DA-1 Sheet Flow
10
SCS Runoff
0.078
0.166
0.492
-----
1.250
Post DA-2 Sheet Flow
11
SCS Runoff
0.031
0.046
--
0.094
-----
0.192
Post DA-3
12
SCS Runoff
0.045
0.071
--
0.159
-----
0.348
Post DA4
13
SCS Runoff
3.409
4.551
--
7.998
-----
14.51
Post DA-1 - To Bioretention
14
SCS Runoff
0.150
0.217
--
0.434
-----
0.879
Post DA-1 - Direct to Channel
16
Reservoir
13
0.086
0.165
--
5.054
-----
12.24
Bioretention
18
Rational
1.251
1.474
--
1.951
-----
2.566
Channel
19
Rational
2.015
2.374
--
3.143
-----
----
4.133
Channe12
20
Combine
14, 16,
0.150
0.286
--
5.398
-----
13.06
Channel 3
Proj. file: 22 0111 - Keene - Drainage Calcs - Bio.gpw
Sunday, 01 / 16 / 2022
Hydrograph Summary Report
`a
Hydraflow Hydrographs 6dension for Autodesk® Civil 3D8 by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cub)
Inflow
hyd(s)
Maximum
elevation
M
Total
strge used
(cufl)
Hydrograph
Description
1
SCS Runoff
0.197
2
728
1,432
Pre LOD
2
SCS Runoff
3.964
2
718
7,979
Post LOD
4
SCS Runoff
0.149
2
726
947
Pre DA-1
5
SCS Runoff
0.037
2
730
392
Pre DA-2
6
SCS Runoff
0.023
2
718
56
Pre DA-3
7
SCS Runoff
0.026
2
718
75
Pre DA4
9
SCS Runoff
0.194
2
718
398
Post DA-1 Sheet Flow
10
SCS Runoff
0.078
2
718
212
Post DA-2 Sheet Flow
11
SCS Runoff
0.031
2
718
63
Post DA-3
12
SCS Runoff
0.045
2
718
93
Post DA4
13
SCS Runoff
3.409
2
716
6,894
Post DA-1 - To Bioretention
14
SCS Runoff
0.150
2
718
301
Post DA-1 - Direct to Channel
16
Reservoir
0.086
2
772
879
13
554.26
3,585
Bioretention
18
Rational
1.251
1
5
375
Channel
19
Rational
2.015
1
5
604
Channe12
20
Combine
0.150
2
718
1,180
14, 16,
Channe13
22 0111 -Keene -Drainage Calm - Bio.gpw
Return Period: 1 Year
Sunday, 01 / 16 / 2022
3
Hydrograph Report
HydraBovi Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 1
Pre LOD
Hydrograph type
= SCS Runoff
Peak discharge
= 0.197 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 1,432 cuft
Drainage area
= 1.750 ac
Curve number
= 57*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cons. (Tc)
= 15.00 min
Total precip.
= 2.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = [(0.009 x 98) + (1.455 x 55) + (0.110 x 77) + (0.177 x 58)] / 1.750
Pre LOD
Q ()
Hyd. No. 1 -- 1 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 2
Post LOD
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.750 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of cons. (Tc)
Total precip.
= 2.95 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(0.947 x 98) + (0.725 x 61) + (0.079 x 80)] / 1.750
Q (cfs)
4.00
S 11
r 11
1.00
0.00
0 120 240
Hyd No. 2
Post LOD
Hyd. No. 2 -- 1 Year
360 480 600 720 840
Sunday, 01/16/2022
= 3.964 cfs
= 718 min
= 7,979 cuft
= 82"
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
5
HydraBovi Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 4
Pre DA-1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.040 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.95 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.848 x 55) + (0.110 x 77) + (0.081 x 58)] / 1.040
Sunday, 01/16/2022
Peak discharge
= 0.149 cfs
Time to peak
= 726 min
Hyd. volume
= 947 cuft
Curve number
= 58*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.80 min
Distribution
= Type II
Shape factor
= 484
Pre DA-1
Q (cfs) Q (cfs)
Hyd. No. 4 -- 1 Year
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
Hydrograph Report
6
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 5
Pre DA-2
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.610 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.95 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.606 x 55)] 10.610
Sunday, 01/16/2022
Peak discharge
= 0.037 cfs
Time to peak
= 730 min
Hyd. volume
= 392 cuft
Curve number
= 55*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.70 min
Distribution
= Type II
Shape factor
= 484
Pre DA-2
Q (cfs) 0 (Cfs)
Hyd. No. 5 -- 1 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
Hydrograph Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 6
Pre DA-3
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.
= 2.95 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.005 x 98) + (0.035 x 58)1 / 0.040
Sunday, 01/16/2022
Peak discharge
= 0.023 cfs
Time to peak
= 718 min
Hyd. volume
= 56 cuft
Curve number
= 63"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre DA-3
Q (cfs) 0 (cfs)
Hyd. No. 6 -- 1 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
Hydrograph Report
8
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 7
Pre DA-4
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.
= 2.95 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.004 x 98) + (0.066 x 58)1 / 0.070
Sunday, 01/16/2022
Peak discharge
= 0.026 cfs
Time to peak
= 718 min
Hyd. volume
= 75 cuft
Curve number
= 60"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre DA-4
Q ()
Hyd. No. 7 -- 1 Year 0 (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
Hydrograph Report
9
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 9
Post DA-1 Sheet Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.160 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.95 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.017 x 98) + (0.086 x 61) + (0.053 x 80)] / 0.160
Sunday, 01/16/2022
Peak discharge
= 0.194 cfs
Time to peak
= 718 min
Hyd. volume
= 398 cuft
Curve number
= 71*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-1 Sheet Flow
Q (Cfs) Hyd. No. 9 -- 1 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)
Hydrograph Report
10
HydraBow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 10
Post DA-2 Sheet Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.180 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.95 in
Storm duration
= 24 hrs
*Composite (Area/CN) = [(0.183x61)] 10.180
Sunday, 01/16/2022
Peak discharge
= 0.078 cfs
Time to peak
= 718 min
Hyd. volume
= 212 cuft
Curve number
= 61"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-2 Sheet Flow
Q (S) Hyd. No. 10 -- 1 Year 0 (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
Hydrograph Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 11
Post DA-3
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.020 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.95 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.007 x 98) + (0.012 x 61)] / 0.020
Sunday, 01/16/2022
Peak discharge
= 0.031 cfs
Time to peak
= 718 min
Hyd. volume
= 63 cuft
Curve number
= 75`
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-3
Q (cfs) 0 (cfs)
Hyd. No. 11 -- 1 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
Hydrograph Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 12
Post DA-4
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.
= 2.95 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.010 x 98) + (0.033 x 61)1 / 0.040
Sunday, 01/16/2022
Peak discharge
= 0.045 cfs
Time to peak
= 718 min
Hyd. volume
= 93 cuft
Curve number
= 70"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-4
Q (cfs) 0 (cfs)
Hyd. No. 12 -- 1 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)
Hydrograph Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
Post DA-1 - To Bioretention
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
1 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
1.310 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
2.95 in
Distribution
Storm duration =
24 hrs
Shape factor
Composite (Area/CN) = [(0.895 x 98) + (0.413 x 58)] / 1.310
Q (cfs)
4.00
S 11
2.00
1.00
0.00
0 120 240
Hyd No. 13
Post DA-1 - To Bioretention
Hyd. No. 13 -- 1 Year
360 480 600 720 840 960
Sunday, 01/16/2022
= 3.409 cfs
= 716 min
= 6,894 cuft
= 85"
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440
Time (min)
Hydrograph Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 14
Post DA-1 - Direct to Channel
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.95 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.045 x 85) + (0.032 x 61) + (0.017 x 80)] / 0.090
Sunday, 01/16/2022
Peak discharge
= 0.150 cfs
Time to peak
= 718 min
Hyd. volume
= 301 cuft
Curve number
= 76*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-1 - Direct to Channel
Q (Cfs) Hyd. No. 14 -- 1 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
Hydrograph
Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 16
Bioretention
Hydrograph type
= Reservoir
Peak discharge
= 0.086 cfs
Storm frequency
= 1 yrs
Time to peak
= 772 min
Time interval
= 2 min
Hyd. volume
= 879 cuft
Inflow hyd. No.
= 13 - Post DA-1 - To Bioretentioldax.
Elevation
= 554.26 ft
Reservoir name
= Bioretention
Max. Storage
= 3,585 cuft
Storage Indication method used. EAltration extracted from Outflow
Q (cfs)
4.00
S 11
2.00
1.00
0.00
0 120
— Hyd No. 16
Bioretention
Hyd. No. 16 -- 1 Year
240 360 480 600 720 840 960
Hyd No. 13 ® Total storage used = 3,585 cult
Q (cfs)
4.00
3.00
2.00
1.00
1 0.00
1080
Time (min)
Pond Report
it
Hydraflow Hydrographs Extension for Autodesk® Civil 31 by Autodesk, Inc. v2021
Pond No. 1 - Bioretention
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation - 553.00 It
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
553.00
0.50
553.50
1.00
554.00
2.00
555.00
3.00
556.00
Contour area (sgft)
2,331
2,636
3,017
4,115
5,414
Incr. Storage (tuft)
0
1,241
1,412
3,551
4,749
Total storage (cuft)
0
1,241
2,653
6,204
10,954
Sunday, 01/16/2022
Culvert / Orifice Structures
[A]
Rise (in) = 12.00
Span (in) = 12.00
No. Barrels = 1
Invert El. (ft) = 549.00
Length (ft) = 106.00
Slope i = 0.75
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B] [C]
3.00 0.00
3.00 0.00
1 0
554.00 0.00
0.00 0.00
0.00 0.00
.013 .013
0.60 0.60
Yes No
[PrtRsr]
0.00
0.00
0
0.00
0.00
n/a
n/a
0.60
No
Weir Structures
[A] [B]
Crest Len (ft) = 6.28 6.00
Crest EI. (ft) = 554.75 555.00
Weir Coeff. = 3.33 3.33
Weir Type = 1 Ciplti
Multi -Stage = Yes No
Exfil.(in/hr) = 1.500 (by Contour)
TW Elev. (it) = 0.00
[C] [D]
0.00 0.00
0.00 0.00
3.33 3.33
-- --
No No
Note: Cul"r JOnfice outflows are anatyzen
under inlet (ic) and outlet (oc) wntrol. Weir risers &ecked for onfice wa litions (ic) and submergence (a).
Stage / Storage
/ Discharge
Table
Stage Storage Elevation
Clv A
Clv B Clv C
PrtRsr Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft tuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs
cfs
0.00
0 553.00
0.00
0.00 --
--- 0.00
0.00
--
-- 0.000 --
0.000
0.05
124 553.05
5.61 oc
0.00 --
--- 0.00
0.00
--
-- 0.009 --
0.009
0.10
248 553.10
5.61 oc
0.00 --
--- 0.00
0.00
--
-- 0.018 --
0.018
0.15
372 553.15
5.61 oc
0.00 --
--- 0.00
0.00
--
-- 0.027 --
0.027
0.20
496 553.20
5.61 oc
0.00 --
--- 0.00
0.00
--
-- 0.037 --
0.037
0.25
620 553.25
5.61 oc
0.00 --
--- 0.00
0.00
--
-- 0.046 --
0.046
0.30
745 553.30
5.61 oc
0.00 --
--- 0.00
0.00
--
-- 0.055 --
0.055
0.35
869 553.35
5.61 oc
0.00 --
--- 0.00
0.00
--
-- 0.064 --
0.064
0.40
993 553.40
5.61 oc
0.00 --
--- 0.00
0.00
--
-- 0.073 --
0.073
0.45
1,117 553.45
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.082 --
0.082
0.50
1,241 553.50
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.092 --
0.092
0.55
1,382 553.55
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.093 --
0.093
0.60
1,523 553.60
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.094 --
0.094
0.65
1,664 553.65
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.095 --
0.095
0.70
1,806 553.70
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.097 --
0.097
0.75
1,947 553.75
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.098 --
0.098
0.80
2,088 553.80
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.099 --
0.099
0.85
2,229 553.85
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.101 --
0.101
0.90
2,370 553.90
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.102 --
0.102
0.95
2,512 553.95
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.103 --
0.103
1.00
2,653 554.00
5.61 oc
0.00 ---
--- 0.00
0.00
--
-- 0.105 --
0.105
1.10
3,008 554.10
5.61 oc
0.02 is ---
--- 0.00
0.00
--
-- 0.109 --
0.129
1.20
3,363 554.20
5.61 oc
0.06 is ---
--- 0.00
0.00
--
-- 0.112 --
0.176
1.30
3,718 554.30
5.61 oc
0.10 is ---
--- 0.00
0.00
--
-- 0.116 --
0.215
1.40
4,073 554.40
5.61 oc
0.12 is ---
--- 0.00
0.00
--
-- 0.120 --
0.244
1.50
4,429 554.50
5.61 oc
0.14 is ---
--- 0.00
0.00
--
-- 0.124 --
0.269
1.60
4,784 554.60
5.61 oc
0.16 is ---
--- 0.00
0.00
--
-- 0.128 --
0.290
1.70
5,139 554.70
5.61 oc
0.18 is ---
--- 0.00
0.00
--
-- 0.131 --
0.311
1.80
5,494 554.80
5.61 oc
0.19 is ---
-- 0.23
0.00
--
-- 0.135 --
0.562
1.90
5,849 554.90
5.61 oc
0.21 is ---
-- 1.21
0.00
--
-- 0.139 --
1.559
2.00
6,204 555.00
5.61 oc
0.22 is -
- 2.61
0.00
--
-- 0.143 --
2.978
2.10
6,679 555.10
5.61 oc
0.23 is -
- 4.33
0.63
--
-- 0.147 --
5.342
2.20
7,154 555.20
6.53 oc
0.22 is -
- 6.31
1.79
--
-- 0.152 --
8.469
2.30
7,629 555.30
6.97 oc
0.11 is -
- 6.86 s
3.28
--
-- 0.156 --
10.41
2.40
8,104 555.40
7.09 oc
0.09 is -
- 7.00 s
5.05
--
-- 0.161 --
12.30
2.50
8,579 555.50
7.17 oc
0.07 is -
- 7.10 s
7.06
--
-- 0.165 --
14.40
2.60
9,054 555.60
7.25 oc
0.06 is ---
-- 7.18 s
9.28
--
-- 0.170 --
16.70
2.70
9,529 555.70
7.31 oc
0.05 is ---
-- 7.26 s
11.70
--
-- 0.174 --
19.18
Continues on next page
iIFl
Bioretention
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cutt
ft
cfs
2.80
10,004
555.80
7.38 oc
2.90
10,479
555.90
7.44 oc
3.00
10,954
556.00
7.50 oc
...End
CIvB CIvC
PrfRsr WrA
WrB WrC
Wri) Exfil User
Total
cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
0.05 is ---
--- 7.33 s
14.29 ---
--- 0.179 ---
21.84
0.04 is ---
--- 7.39 s
17.05 ---
--- 0.183 ---
24.67
0.04 is ---
--- 7.46 s
19.98 ---
--- 0.188 ---
27.66
18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 18
Channel 1
Hydrograph type
= Rational
Peak discharge
= 1.251 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 375 cuft
Drainage area
= 0.380 ac
Runoff coeff.
= 0.8`
Intensity
= 4.115 in/hr
Tc by User
= 5.00 min
OF Curve
= Intensity.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.320 x 0.90) + (0.065 x 0.30)] / 0.380
Q (cfs)
2.00
1.00
0.00 V '
0 1
Hyd No. 18
Channel1
Hyd. No. 18 -- 1 Year
2 3 4 5 6 7 8 9
Q (Cfs)
2.00
1.00
--N— 0.00
10
Time (min)
19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 19
Channel 2
Hydrograph type
= Rational
Peak discharge
= 2.015 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 604 cuft
Drainage area
= 0.680 ac
Runoff coeff.
= 0.72'
Intensity
= 4.115 in/hr
Tc by User
= 5.00 min
OF Curve
= Intensity.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.480 x 0.90) + (0.200 x 0.30)] / 0.680
Q (cfs)
3.00
1.00
0.00 V '
0 1
Hyd No. 19
Channel 2
Hyd. No. 19 -- 1 Year
2 3 4 5 6 7 8 9
Q (Cfs)
3.00
2.00
1.00
--N— 0.00
10
Time (min)
20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 20
Channel 3
Hydrograph type
= Combine
Peak discharge
= 0.150 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,180 cuft
Inflow hyds.
= 14, 16
Contrib. drain. area
= 0.090 ac
Cdt•FTiTiTa[�?
e e
0.45
0.40
1.35
1 1 •1 .1 :1 .11 1 •1 ••1 1:1 11 11 .1
Hydrograph Summary Report
21
Hydraflow Hydrographs 6dension for Autodesk® Civil 3D8 by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cub)
Inflow
hyd(s)
Maximum
elevation
M
Total
strge used
(cufl)
Hydrograph
Description
1
SCS Runoff
0.615
2
726
2,739
Pre LOD
2
SCS Runoff
5.423
2
716
10,961
---
Post LOD
4
SCS Runoff
0.422
2
726
1,769
Pre DA-1
5
SCS Runoff
0.153
2
726
798
Pre DA-2
6
SCS Runoff
0.044
2
718
94
Pre DA-3
7
SCS Runoff
0.058
2
718
134
Pre DA4
9
SCS Runoff
0.301
2
718
604
Post DA-1 Sheet Flow
10
SCS Runoff
0.166
2
718
370
Post DA-2 Sheet Flow
11
SCS Runoff
0.046
2
718
92
Post DA-3
12
SCS Runoff
0.071
2
718
143
Post DA4
13
SCS Runoff
4.551
2
716
9,262
Post DA-1 - To Bioretention
14
SCS Runoff
0.217
2
718
434
Post DA-1 - Direct to Channel
16
Reservoir
0.165
2
760
2,372
13
554.61
4,822
Bioretention
18
Rational
1.474
1
5
442
Channel
19
Rational
2.374
1
5
712
Channe12
20
Combine
0.286
2
718
2,806
14, 16,
Channel 3
22 0111 -Keene -Drainage Calm - Bio.gpw
Return Period: 2 Year
Sunday, 01 / 16 / 2022
22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021 Sunday, 01 / 16 / 2022
Hyd. No. 1
Pre LOD
Hydrograph type
= SCS Runoff
Peak discharge
= 0.615 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 2,739 cuft
Drainage area
= 1.750 ac
Curve number
= 57*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cons. (Tc)
= 15.00 min
Total precip.
= 3.57 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = [(0.009 x 98) + (1.455 x 55) + (0.110 x 77) + (0.177 x 58)] / 1.750
Pre LOD
Q ()
Hyd. No. 1 -- 2 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 2
Post LOD
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 1.750 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.57 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.947 x 98) + (0.725 x 61) + (0.079 x 80)] / 1.750
Q (cfs)
6.00
5.00
4.00
c M
r M
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post LOD
Hyd. No. 2 -- 2 Year
Sunday, 01/16/2022
= 5.423 cfs
= 716 min
= 10,961 cuft
= 82"
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' I I— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)
Hydrograph Report
24
HydraBovi Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 4
Pre DA-1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 1.040 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.57 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.848 x 55) + (0.110 x 77) + (0.081 x 58)] / 1.040
Sunday, 01/16/2022
Peak discharge
= 0.422 cfs
Time to peak
= 726 min
Hyd. volume
= 1,769 cuft
Curve number
= 58*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.80 min
Distribution
= Type II
Shape factor
= 484
Pre DA-1
Q (cfs) Q (cfs)
Hyd. No. 4 -- 2 Year
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
Hydrograph Report
25
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 5
Pre DA-2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.610 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.57 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.606 x 55)] 10.610
Sunday, 01/16/2022
Peak discharge
= 0.153 cfs
Time to peak
= 726 min
Hyd. volume
= 798 cuft
Curve number
= 55*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.70 min
Distribution
= Type II
Shape factor
= 484
Pre DA-2
Q (cfs) Q (cfs)
Hyd. No. 5 -- 2 Year
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
Hydrograph Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 6
Pre DA-3
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.
= 3.57 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.005 x 98) + (0.035 x 58)1 / 0.040
Sunday, 01/16/2022
Peak discharge
= 0.044 cfs
Time to peak
= 718 min
Hyd. volume
= 94 cuft
Curve number
= 63"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre DA-3
Q ()
Hyd. No. 6 -- 2 Year 0 (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
Hydrograph Report
27
HydraBovi Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 7
Pre DA-4
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.
= 3.57 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.004 x 98) + (0.066 x 58)] / 0.070
Sunday, 01/16/2022
Peak discharge
= 0.058 cfs
Time to peak
= 718 min
Hyd. volume
= 134 cuft
Curve number
= 60"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre DA-4
Q ()
Hyd. No. 7 -- 2 Year Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
Hydrograph Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 9
Post DA-1 Sheet Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.160 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.57 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.017 x 98) + (0.086 x 61) + (0.053 x 80)] / 0.160
Sunday, 01/16/2022
Peak discharge
= 0.301 cfs
Time to peak
= 718 min
Hyd. volume
= 604 cuft
Curve number
= 71*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-1 Sheet Flow
Q (Cfs) Hyd. No. 9 -- 2 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)
Hydrograph Report
29
HydraBow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 10
Post DA-2 Sheet Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.180 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.57 in
Storm duration
= 24 hrs
*Composite (Area/CN) = [(0.183x61)] 10.180
Sunday, 01/16/2022
Peak discharge
= 0.166 cfs
Time to peak
= 718 min
Hyd. volume
= 370 cuft
Curve number
= 61"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-2 Sheet Flow
Q (Cfs) Hyd. No. 10 -- 2 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
Hydrograph Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 11
Post DA-3
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.020 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.57 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.007 x 98) + (0.012 x 61)] / 0.020
Sunday, 01/16/2022
Peak discharge
= 0.046 cfs
Time to peak
= 718 min
Hyd. volume
= 92 cuft
Curve number
= 75`
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-3
Q (cfs) 0 (cfs)
Hyd. No. 11 -- 2 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
Hydrograph Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 12
Post DA-4
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.
= 3.57 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.010 x 98) + (0.033 x 61)1 / 0.040
Sunday, 01/16/2022
Peak discharge
= 0.071 cfs
Time to peak
= 718 min
Hyd. volume
= 143 cuft
Curve number
= 70"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-4
Q (cfs) 0 (cfs)
Hyd. No. 12 -- 2 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)
Hydrograph Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
Post DA-1 - To Bioretention
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
1.310 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.57 in
Storm duration =
24 hrs
Composite (Area/CN) = [(0.895 x 98) + (0.413 x 58)] / 1.310
Q (Cfs)
5.00
4.00
2.00
1.00
0.00
0 120 240
Hyd No. 13
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA-1 - To Bioretention
Hyd. No. 13 -- 2 Year
360 480 600 720 840
Sunday, 01/16/2022
= 4.551 cfs
= 716 min
= 9,262 cuft
= 85"
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440
Time (min)
33
Hydrograph Report
HydraBow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 14
Post DA-1 - Direct to Channel
Hydrograph type
= SCS Runoff
Peak discharge
= 0.217 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 434 cuft
Drainage area
= 0.090 ac
Curve number
= 76"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.57 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.045 x 85) + (0.032 x 61) + (0.017 x 80)] / 0.090
Post DA-1 - Direct to Channel
Q (Cfs) Hyd. No. 14 -- 2 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)
Hydrograph Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 16
Bioretention
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 13 - Post DA-1 - To Bioretentioldax.
Elevation
Reservoir name
= Bioretention
Max. Storage
Storage Indication method used. EAltration extracted from Outflow.
Bioretention
Sunday, 01/16/2022
= 0.165 cfs
= 760 min
= 2,372 cuft
= 554.61 ft
= 4,822 cuft
Q (cfs) Hyd. No. 16 -- 2 Year Q (Cfs)
5.00 5.00
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
Time (min)
Hyd No. 16 —Hyd No. 13 ®Total storage used = 4,822 tuft
35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 18
Channel 1
Hydrograph type
= Rational
Peak discharge
= 1.474 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 442 cuft
Drainage area
= 0.380 ac
Runoff coeff.
= 0.8`
Intensity
= 4.848 in/hr
Tc by User
= 5.00 min
OF Curve
= Intensity.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.320 x 0.90) + (0.065 x 0.30)] / 0.380
Q (cfs)
2.00
1.00
0.00 14 '
0 1
Hyd No. 18
Channel1
Hyd. No. 18 -- 2 Year
2 3 4 5 6 7 8 9
Q (Cfs)
2.00
1.00
--N- 0.00
10
Time (min)
36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 19
Channel 2
Hydrograph type
= Rational
Peak discharge
= 2.374 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 712 cuft
Drainage area
= 0.680 ac
Runoff coeff.
= 0.72'
Intensity
= 4.848 in/hr
Tc by User
= 5.00 min
OF Curve
= Intensity.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.480 x 0.90) + (0.200 x 0.30)] / 0.680
Q (cfs)
3.00
1.00
0.00 Ir '
0 1
Hyd No. 19
Channel 2
Hyd. No. 19 -- 2 Year
2 3 4 5 6 7 8 9
Q (Cfs)
3.00
2.00
1.00
--N- 0.00
10
Time (min)
37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 20
Channel 3
Hydrograph type
= Combine
Peak discharge
= 0.286 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 2,806 cuft
Inflow hyds.
= 14, 16
Contrib. drain. area
= 0.090 ac
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 120 240
Hyd No. 20
Channel 3
Hyd. No. 20 -- 2 Year
360 480 600 720 840 960
— Hyd No. 14 — Hyd No. 16
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
1080 1200
Time (min)
Hydrograph Summary Report
38
Hydraflow Hydrographs 6dension for Autodesk® Civil 3D8 by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cub)
Inflow
hyd(s)
Maximum
elevation
M
Total
strge used
(cufl)
Hydrograph
Description
1
SCS Runoff
2.648
2
724
8,201
Pre LOD
2
SCS Runoff
9.965
2
716
20,482
Post LOD
4
SCS Runoff
1.680
2
724
5,135
Pre DA-1
5
SCS Runoff
0.799
2
724
2,560
Pre DA-2
6
SCS Runoff
0.120
2
718
241
Pre DA-3
7
SCS Runoff
0.182
2
718
367
Pre DA4
9
SCS Runoff
0.656
2
718
1,320
Post DA-1 Sheet Flow
10
SCS Runoff
0.492
2
718
990
Post DA-2 Sheet Flow
11
SCS Runoff
0.094
2
716
189
Post DA-3
12
SCS Runoff
0.159
2
718
318
Post DA4
13
SCS Runoff
7.998
2
716
16,671
Post DA-1 - To Bioretention
14
SCS Runoff
0.434
2
716
879
Post DA-1 - Direct to Channel
16
Reservoir
5.054
2
720
8,337
13
555.09
6,651
Bioretention
18
Rational
1.951
1
5
585
----
Channel
19
Rational
3.143
1
5
943
Channe12
20
Combine
5.398
2
720
9,215
14, 16,
Channel 3
22 0111 -Keene -Drainage Calm - Bio.gpw
Return Period: 10 Year
Sunday, 01 / 16 / 2022
Hydrograph Report
39
HydraBovi Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 1
Pre LOD
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.750 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of cons. (Tc)
Total precip.
= 5.40 in
Distribution
Storm duration
= 24 hrs
Shape factor
*Composite (Area/CN) = [(0.009 x 98) + (1.455 x 55) + (0.110 x 77) + (0.177 x 58)] / 1.750
Q (Cfs)
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 1
Pre LOD
Hyd. No. 1 -- 10 Year
360 480 600 720 840
Sunday, 01/16/2022
= 2.648 cfs
= 724 min
= 8,201 cuft
= 57*
= 0 ft
= 15.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
' ' ' ' 0.00
960 1080 1200 1320 1440 1560
Time (min)
40
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil MID by Autodesk, Inc. v2021
Sunday, 01 / 16 12022
Hyd. No. 2
Post LOD
Hydrograph type
= SCS Runoff
Peak discharge
= 9.965 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 20,482 cuft
Drainage area
= 1.750 ac
Curve number
= 82"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.40 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = [(0.947 x 98) + (0.725 x 61) + (0.079 x 80)]11.750
Q (Cfs)
10.00
. M
4.00
r KI
Post LOD
Hyd. No. 2 -- 10 Year
0.00
0 120 240 360 480 600
Hyd No. 2
720 840
Q (cfs)
10.00
IN
M
4.00
2.00
0.00
960 1080 1200 1320
Time (min)
Hydrograph Report
41
HydraBovi Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 4
Pre DA-1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.040 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.40 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.848 x 55) + (0.110 x 77) + (0.081 x 58)] / 1.040
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA-1
Hyd. No. 4 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 4
Sunday, 01/16/2022
= 1.680 cfs
= 724 min
= 5,135 cuft
= 58*
= 0 ft
= 14.80 min
= Type II
= 484
Q (cfs)
2.00
1.00
'I I IN 1 0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 5
Pre DA-2
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.610 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.40 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.606 x 55)] 10.610
Sunday, 01/16/2022
Peak discharge
= 0.799 cfs
Time to peak
= 724 min
Hyd. volume
= 2,560 cuft
Curve number
= 55*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.70 min
Distribution
= Type II
Shape factor
= 484
Pre DA-2
Q (cfs) Q (Cfs)
Hyd. No. 5 -- 10 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
Hydrograph Report
43
Hydraflow Hydrographs Extension
for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 6
Pre DA-3
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.040 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.40 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.005 x 98) + (0.035 x 58)1 / 0.040
Sunday, 01/16/2022
Peak discharge
= 0.120 cfs
Time to peak
= 718 min
Hyd. volume
= 241 cuft
Curve number
= 63"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre DA-3
Q ()
Hyd. No. 6 -- 10 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
Hydrograph Report
44
Hydraflow Hydrographs Extension
for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 7
Pre DA-4
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.
= 5.40 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.004 x 98) + (0.066 x 58)1 / 0.070
Sunday, 01/16/2022
Peak discharge
= 0.182 cfs
Time to peak
= 718 min
Hyd. volume
= 367 cuft
Curve number
= 60"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre DA-4
Q ()
Hyd. No. 7 -- 10 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
Hydrograph Report
45
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 9
Post DA-1 Sheet Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.160 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.40 in
Storm duration
= 24 1
' Composite (Area/CN) = [(0.017 x 98) + (0.086 x 61) + (0.053 x 80)] / 0.160
e
r.90
0.80
0.70
Sunday, 01/16/2022
Peak discharge
= 0.656 cfs
Time to peak
= 718 min
Hyd. volume
= 1,320 cuft
Curve number
= 71*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-1 Sheet Flow
Hyd. No. 9 -- 10 Year
Hydrograph Report
46
HydraBow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 10
Post DA-2 Sheet Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.180 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.40 in
Storm duration
= 24 hrs
*Composite (Area/CN) = [(0.183x61)] 10.180
Sunday, 01/16/2022
Peak discharge
= 0.492 cfs
Time to peak
= 718 min
Hyd. volume
= 990 cuft
Curve number
= 61"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-2 Sheet Flow
Q (cfs) Q (cfs)
Hyd. No. 10 -- 10 Year
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
Hydrograph Report
47
Hydraflow Hydrographs Extension
for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 11
Post DA-3
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.020 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.40 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.007 x 98) + (0.012 x 61)] / 0.020
Post DA-3
0.09
0.08
0.07
Sunday, 01/16/2022
Peak discharge
= 0.094 cfs
Time to peak
= 716 min
Hyd. volume
= 189 cuft
Curve number
= 75"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Report
48
Hydraflow Hydrographs Extension
for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 12
Post DA-4
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.040 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.40 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.010 x 98) + (0.033 x 61)] / 0.040
Sunday, 01/16/2022
Peak discharge
= 0.159 cfs
Time to peak
= 718 min
Hyd. volume
= 318 cuft
Curve number
= 70"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-4
Q (cfs) Q (cfs)
Hyd. No. 12 -- 10 Year
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)
Hydrograph Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
Post DA-1 - To Bioretention
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
1.310 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.40 in
Storm duration =
24 hrs
Composite (Area/CN) = [(0.895 x 98) + (0.413 x 58)] / 1.310
Q (cfs
8.00
.M
4.00
NMI
0 120 240
Hyd No. 13
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA-1 - To Bioretention
Hyd. No. 13 -- 10 Year
Sunday, 01/16/2022
= 7.998 cfs
= 716 min
= 16,671 cult
= 85"
= Oft
= 5.00 min
= Type II
= 484
360 480 600 720 840 960 1080 1200
Q (cfs)
8.00
�
4.00
2.00
1320
Time (min)
Hydrograph Report
50
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 14
Post DA-1 - Direct to Channel
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.40 in
Storm duration
= 24 1
' Composite (Area/CN) = [(0.045 x 85) + (0.032 x 61) + (0.017 x 80)] / 0.090
e
r.45
r.40
0.35
r r r .� :r .�r � r •.r r:� rr r �
Sunday, 01/16/2022
Peak discharge
= 0.434 cfs
Time to peak
= 716 min
Hyd. volume
= 879 cuft
Curve number
= 76"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-1 - Direct to Channel
Hyd. No. 14 -- 10 Year
Hydrograph
Report
51
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 16
Bioretention
Hydrograph type
= Reservoir
Peak discharge
= 5.054 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 8,337 cuft
Inflow hyd. No.
= 13 - Post DA-1 - To Bioretentioldax.
Elevation
= 555.09 ft
Reservoir name
= Bioretention
Max. Storage
= 6,651 cuft
Storage Indication method used. EAltration extracted from Outflow
Q (cfs)
8.00
M
4.00
r rX
0.00
0 120
— Hyd No. 16
Bioretention
Hyd. No. 16 -- 10 Year
240 360 480
— Hyd No. 13
600 720 840 960 1080
® Total storage used = 6,651 cuft
Q (cfs)
8.00
. rM
4.00
2.00
0.00
1200
Time (min)
52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 18
Channel 1
Hydrograph type
= Rational
Peak discharge
= 1.951 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 585 cuft
Drainage area
= 0.380 ac
Runoff coeff.
= 0.8`
Intensity
= 6.419 in/hr
Tc by User
= 5.00 min
OF Curve
= Intensity.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.320 x 0.90) + (0.065 x 0.30)] / 0.380
Q (cfs)
2.00
1.00
0.00 Ir '
0 1
Hyd No. 18
Channel 1
Hyd. No. 18 -- 10 Year
2 3 4 5 6 7 8 9
Q (Cfs)
2.00
1.00
---%- 0.00
10
Time (min)
53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 19
Channel 2
Hydrograph type
= Rational
Peak discharge
= 3.143 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 943 cuft
Drainage area
= 0.680 ac
Runoff coeff.
= 0.72'
Intensity
= 6.419 in/hr
Tc by User
= 5.00 min
OF Curve
= Intensity.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.480 x 0.90) + (0.200 x 0.30)] / 0.680
Q (cfs)
4.00
S 11
2.00
1.00
0.00 K
0 1 2
— Hyd No. 19
Channel 2
Hyd. No. 19 -- 10 Year
3 4 5 6 7 8 9
Q (Cfs)
4.00
3.00
2.00
1.00
--N- 0.00
10
Time (min)
54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 20
Channel 3
Hydrograph type
= Combine
Peak discharge
= 5.398 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 9,215 cuft
Inflow hyds.
= 14, 16
Contrib. drain. area
= 0.090 ac
Q (cfs)
6.00
5.00
4.00
S 11
2.00
1.00
0.00
0
120 240
Hyd No. 20
Channel 3
Hyd. No. 20 -- 10 Year
360 480
— Hyd No. 14
600 720 840
— Hyd No. 16
E
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
1080 1200
Time (min)
Hydrograph Summary Report
55
Hydraflow Hydrographs 6dension for Autodesk® Civil 3D8 by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cub)
Inflow
hyd(s)
Maximum
elevation
M
Total
strge used
(cufl)
Hydrograph
Description
1
SCS Runoff
7.897
2
722
22,471
Pre LOD
2
SCS Runoff
18.70
2
716
39,781
Post LOD
4
SCS Runoff
4.865
2
722
13,799
Pre DA-1
5
SCS Runoff
2.549
2
722
7,313
Pre DA-2
6
SCS Runoff
0.294
2
716
593
Pre DA-3
7
SCS Runoff
0.473
2
718
951
Pre DA4
9
SCS Runoff
1.423
2
716
2,904
Post DA-1 Sheet Flow
10
SCS Runoff
1.250
2
718
2,519
Post DA-2 Sheet Flow
11
SCS Runoff
0.192
2
716
396
Post DA-3
12
SCS Runoff
0.348
2
716
709
Post DA4
13
SCS Runoff
14.51
2
716
31,410
Post DA-1 - To Bioretention
14
SCS Runoff
0.879
2
716
1,821
Post DA-1 - Direct to Channel
16
Reservoir
12.24
2
720
21,378
13
555.40
8,126
Bioretention
18
Rational
2.566
1
5
770
----
Channel
19
Rational
4.133
1
5
1,240
----
Channe12
20
Combine
13.06
2
718
23,199
14, 16,
Channe13
22 0111 -Keene -Drainage Calm - Bio.gpw
Return Period: 100 Year
Sunday, 01 / 16 / 2022
Hydrograph Report
56
HydraBovi Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 1
Pre LOD
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.750 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.86 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
*Composite (Area/CN) = [(0.009 x 98) + (1.455 x 55) + (0.110 x 77) + (0.177 x 58)] / 1.750
Q (Cfs)
8.00
AIM
4.00
r rM
0.00
0 120 240
Hyd No. 1
Pre LOD
Hyd. No. 1 -- 100 Year
360 480 600 720 840 960
Sunday, 01/16/2022
= 7.897 cfs
= 722 min
= 22,471 cuft
= 57*
= 0 ft
= 15.00 min
= Type II
= 484
Q (cfs)
8.00
4.00
2.00
' 1 0.00
1080 1200 1320 1440 1560
Time (min)
57
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil MID by Autodesk, Inc. v2021
Sunday, 01 / 16 12022
Hyd. No. 2
Post LOD
Hydrograph type
= SCS Runoff
Peak discharge
= 18.70 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 39,781 cuft
Drainage area
= 1.750 ac
Curve number
= 82"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.86 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = [(0.947 x 98) + (0.725 x 61) + (0.079 x 80)]11.750
Q (cfs
21.00
Mr ai
15.00
12.00
. ��
3.00
Post LOD
Hyd. No. 2 -- 100 Year
Q (cfs)
21.00
18.00
15.00
12.00
• IN
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)
Hydrograph Report
58
HydraBovi Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 4
Pre DA-1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.040 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.86 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.848 x 55) + (0.110 x 77) + (0.081 x 58)] / 1.040
Q (cfs
5.00
4.00
01M
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA-1
Hyd. No. 4 — 100 Year
Sunday, 01/16/2022
= 4.865 cfs
= 722 min
= 13,799 cuft
= 58*
= 0 ft
= 14.80 min
= Type II
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
I
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil MID by Autodesk, Inc. v2021
Sunday, 01 / 16 12022
Hyd. No. 5
Pre DA-2
Hydrograph type
= SCS Runoff
Peak discharge
= 2.549 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 7,313 cuft
Drainage area
= 0.610 ac
Curve number
= 55"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.70 min
Total precip.
= 8.86 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = [(0.606 x 55)]10.610
Q (cfs)
3.00
1.00
0.00
0 120 240
Hyd No. 5
Pre DA-2
Hyd. No. 5 -- 100 Year
360 480 600 720 840
Q (Cfs)
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
60
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 6
Pre DA-3
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.040 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.86 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(0.005 x 98) + (0.035 x 58)1 / 0.040
Sunday, 01/16/2022
Peak discharge
= 0.294 cfs
Time to peak
= 716 min
Hyd. volume
= 593 cuft
Curve number
= 63"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre DA-3
Q (Cfs) Hyd. No. 6 -- 100 Year Q (Crs)
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
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
Hydrograph Report
61
Hydraflow Hydrographs Extension for AutodesW Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 7
Pre DA-4
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.070 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.86 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.004 x 98) + (0.066 x 58)] / 0.070
Pre DA-4
Sunday, 01/16/2022
Peak discharge
= 0.473 cfs
Time to peak
= 718 min
Hyd. volume
= 951 cult
Curve number
= 60"
Hydraulic length
= 0 ft
Time of conic. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
e e
0.45
0.40
0.35
Hydrograph Report
62
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 9
Post DA-1 Sheet Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.160 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.86 in
Storm duration
= 24 hrs
*Composite (Area/CN) = [(0.017 x 98) + (0.086 x 61) + (0.053 x 80)] / 0.160
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA-1 Sheet Flow
Sunday, 01/16/2022
= 1.423 cfs
= 716 min
= 2,904 cuft
= 71*
= Oft
= 5.00 min
= Type II
= 484
Q (0fs) Hyd. No. 9 -- 100 Year Q (Cfs)
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
Hyd No. 9 Time (min)
Hydrograph Report
63
HydraBow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 10
Post DA-2 Sheet Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.180 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.86 in
Storm duration
= 24 hrs
*Composite (Area/CN) = [(0.183x61)] 10.180
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA-2 Sheet Flow
Hyd. No. 10 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 10
Sunday, 01/16/2022
= 1.250 cfs
= 718 min
= 2,519 cult
= 61"
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
64
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 11
Post DA-3
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.020 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.86 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.007 x 98) + (0.012 x 61)] / 0.020
Sunday, 01/16/2022
Peak discharge
= 0.192 cfs
Time to peak
= 716 min
Hyd. volume
= 396 cuft
Curve number
= 75`
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-3
Q (cfs)
Hyd. No. 11 -- 100 Year
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
Hyd No. 11
840
Q (cfs)
.Iljl:
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
960 1080 1200 1320
Time (min)
Hydrograph Report
65
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 12
Post DA-4
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.040 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.86 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.010 x 98) + (0.033 x 61)] / 0.040
Post DA-4
Sunday, 01/16/2022
Peak discharge
= 0.348 cfs
Time to peak
= 716 min
Hyd. volume
= 709 cuft
Curve number
= 70"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
e e
0.45
0.40
0.35
Hydrograph
Report
66
Hydraflow Hydrographs Extension for AutodeskO Civil MID by Autodesk, Inc. v2021
Hyd. No. 13
Post DA-1 - To Bioretention
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 1.310 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 8.86 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Sunday, 01 /
= 14.51 cfs
= 716 min
= 31,410 cuft
= 85"
= 0 ft
= 5.00 min
= Type II
= 484
16 12022
' Composite (Area/CN) _ [(0.895
Q (Cfs)
x 98) + (0.413 x 58)] / 1.310
Post DA-1 - To Bioretention
Hyd. No. 13 -- 100 Year
Q (cfs)
15.00
15.00
12.00
9.00
12.00
9.00
6.00
3.00
6.00
3.00
0.00
0 120
— Hyd No.
240 360 480 600
13
0.00
720 840 960 1080 1200
Time (min)
Hydrograph Report
67
Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2021
Hyd. No. 14
Post DA-1 - Direct to Channel
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.86 in
Storm duration
= 24 hrs
' Composite (Area/CN) = [(0.045 x 85) + (0.032 x 61) + (0.017 x 80)] / 0.090
Sunday, 01/16/2022
Peak discharge
= 0.879 cfs
Time to peak
= 716 min
Hyd. volume
= 1,821 cuft
Curve number
= 76"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post DA-1 - Direct to Channel
Q (S) Hyd. No. 14 -- 100 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720
Hyd No. 14
EM
Q (cfs)
WIN
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
960 1080 1200 1320
Time (min)
Hydrograph
Report
68
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 16
Bioretention
Hydrograph type
= Reservoir
Peak discharge
= 12.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 21,378 cuft
Inflow hyd. No.
= 13 - Post DA-1 - To Bioretentioldax.
Elevation
= 555.40 ft
Reservoir name
= Bioretention
Max. Storage
= 8,126 cuft
Storage Indication method used. EAltration extracted from Outflow
Q (cfs)
15.00
12.00
• rN
.m
i 11
Bioretention
Hyd. No. 16 -- 100 Year
0.00 - ' T^-
0 120 240 360 480 600 720 840 960 1080
— Hyd No. 16 — Hyd No. 13 ® Total storage used = 8,126 cuft
Q (cfs)
15.00
12.00
• rl
. rl
3.00
� 0.00
1200
Time (min)
69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 18
Channel 1
Hydrograph type
= Rational
Peak discharge
= 2.566 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 770 cuft
Drainage area
= 0.380 ac
Runoff coeff.
= 0.8`
Intensity
= 8.442 in/hr
Tc by User
= 5.00 min
OF Curve
= Intensity.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.320 x 0.90) + (0.065 x 0.30)] / 0.380
Q (cfs)
3.00
1.00
0.00 Ir '
0 1
Hyd No. 18
Channel 7
Hyd. No. 18 -- 100 Year
2 3 4 5 6 7 8 9
Q (Cfs)
3.00
2.00
1.00
--X- 0.00
10
Time (min)
70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2021
Sunday, 01 / 16 / 2022
Hyd. No. 19
Channel 2
Hydrograph type
= Rational
Peak discharge
= 4.133 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,240 cuft
Drainage area
= 0.680 ac
Runoff coeff.
= 0.72'
Intensity
= 8.442 in/hr
Tc by User
= 5.00 min
OF Curve
= Intensity.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.480 x 0.90) + (0.200 x 0.30)] / 0.680
Q (cfs)
5.00
4.00
2.00
1.00
0.00 Ir I '
0 1 2
Hyd No. 19
Channel 2
Hyd. No. 19 -- 100 Year
3 4 5 6 7 8
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
V 0.00
9 10
Time (min)
71
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 31DO by Autodesk, Inc. v2021
Sunday, 01 / 16 12022
Hyd. No. 20
Channel 3
Hydrograph type
= Combine
Peak discharge
= 13.06 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 23,199 cuft
Inflow hyds.
= 14, 16
Contrib. drain. area
= 0.090 ac
Channel 3
Q (cfs) Hyd. No. 20 -- 100 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
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
— Hyd No. 20 —Hyd No. 14 —Hyd No. 16
Hydraflow Rainfall Report
W
Hydrailow Hydrographs Extension for Autodesk® Civil 300 by Autodesk, Inc. v2021
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
53.8036
12.8000
0.8929
---
2
56.8393
12.3000
0.8635
-----
3
0.0000
0.0000
0.0000
-----
5
61.2573
12.6000
0.8311
-----
10
65.3253
12.6000
0.8090
-----
25
55.8719
11.0000
0.7384
-----
50
51.3724
10.0000
0.6934
-----
100
48.3050
9.2000
0.6574
------
File name: Intensily.IDF
Intensity = B / (Tc + D)AE
Sunday, 01/16/2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.11
3.30
2.76
2.38
2.10
1.88
1.70
1.56
1.44
1.34
1.25
1.17
2
4.85
3.89
3.27
2.83
2.50
2.24
2.03
1.86
1.72
1.60
1.50
1.41
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
5.65
4.59
3.89
3.38
3.01
2.71
2.47
2.27
2.11
1.97
1.85
1.74
10
6.42
5.24
4.46
3.90
3.47
3.14
2.87
2.65
2.46
2.30
2.16
2.04
25
7.21
5.90
5.04
4.43
3.96
3.60
3.31
3.06
2.86
2.68
2.53
2.40
50
7.86
6.44
5.51
4.86
4.37
3.98
3.67
3.41
3.19
3.00
2.84
2.70
100
8.44
6.92
5.95
5.26
4.74
4.33
4.00
3.73
3.50
3.30
3.13
2.98
Tc = time in minutes. Values may exceed 60.
Preci . file name: P:\2021\0060OX2100656NO3-SDIXWORMStormwater\Hydrograph Dala\Preci - Keene.pc
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
2.95
3.57
0.00
4.56
5.40
6.64
7.70
8.86
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
2. Energy Balance Calculations
CHANNEL PROTECTION - ANALYSIS POINT
ENERGY BALANCE COMPLIANCE TABLE
1-YEAR STORM EVENT
FORESTED CONDITION
VOLUME
PEAK
QALLOW
OUTFALL
(CU-FT)
(CFS)
(CFS)
VOL PEAK QALLOW
COMPLIANCE?
PRE POST
PRE POST
(CU-FT) (CFS) (CFS)
LOD
947 879
0.15 0.08
0.13
N/A N/A N/A
YES
NOTE: UNDER NO CONDITION SHALL Q DEVELOPED BE GREATER THAN Q PRE -DEVELOPED NOR SHALL Q DEVELOPED
BE REQUIRED TO BE LESS THAN THAT CALCULATED AS Q ALLOW IN THE FORESTED CONDITION SECTION ABOVE.
PRE - Pre -Developed Flow Rate and Volume from Hydrograph 4 of the report - Pre DA-1
POST - Post -Developed Flow Rate and Volume from Hydrograph 16 of the report - Outflow from Bioretention
3. Onsite Channel Calculations
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 1 - 2 year
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 555.00
Slope (%)
= 3.33
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.47
Elev (ft) Section
557.00
556.50
556.00
555.50
v
555.00
-----------------
554.50
Sunday, Jan 16 2022
Highlighted
Depth (ft)
= 0.30
Q (cfs)
= 1.474
Area (sqft)
= 0.48
Velocity (ft/s)
= 3.07
Wetted Perim (ft)
= 2.34
Crit Depth, Yc (ft)
= 0.33
Top Width (ft)
= 2.20
EGL (ft)
= 0.45
0 1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 1 - 10 year
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 555.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.95
Elev (ft) Section
557.00
556.50
556.00
555.50 v
555.00
554.50
Sunday, Jan 16 2022
Highlighted
Depth (ft)
= 0.40
Q (cfs)
= 1.950
Area (sqft)
= 0.72
Velocity (ft/s)
= 2.71
Wetted Perim (ft)
= 2.79
Crit Depth, Yc (ft)
= 0.38
Top Width (ft)
= 2.60
EGL (ft)
= 0.51
0 1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
M
-0.50
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 2 - 2 year
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 555.00
Slope (%)
= 3.33
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.37
Elev (ft) Section
557.00
556.50
556.00
555.50
555.00
554.50
Sunday, Jan 16 2022
Highlighted
Depth (ft)
= 0.38
Q (cfs)
= 2.374
Area (sqft)
= 0.67
Velocity (ft/s)
= 3.55
Wetted Perim (ft)
= 2.70
Crit Depth, Yc (ft)
= 0.43
Top Width (ft)
= 2.52
EGL (ft)
= 0.58
0 1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
M
-0.50
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 2 - 10 year
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 555.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.14
Elev (ft) Section
557.00
556.50
556.00
555.50 0
555.00
554.50
Sunday, Jan 16 2022
Highlighted
Depth (ft)
= 0.50
Q (cfs)
= 3.140
Area (sqft)
= 1.00
Velocity (ft/s)
= 3.14
Wetted Perim (ft)
= 3.24
Crit Depth, Yc (ft)
= 0.49
Top Width (ft)
= 3.00
EGL (ft)
= 0.65
0 1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
M
-0.50
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 3 - 2 Year
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 550.00
Slope (%)
= 33.00
N-Value
= 0.034
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.29
Elev (ft)
552.00 -
551.50
551.00
550.50
550.00
549.50
Section
Sunday, Jan 16 2022
Highlighted
Depth (ft)
= 0.07
Q (cfs)
= 0.286
Area (sqft)
= 0.08
Velocity (ft/s)
= 3.38
Wetted Perim (ft)
= 1.44
Crit Depth, Yc (ft)
= 0.13
Top Width (ft)
= 1.42
EGL (ft)
= 0.25
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 3 - 10 Year
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 550.00
Slope (%)
= 10.00
N-Value
= 0.034
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.40
Elev (ft)
552.00 -
551.50
551.00
550.50
550.00
549.50
Section
Sunday, Jan 16 2022
Highlighted
Depth (ft)
= 0.43
Q (cfs)
= 5.398
Area (sqft)
= 0.98
Velocity (ft/s)
= 5.48
Wetted Perim (ft)
= 3.72
Crit Depth, Yc (ft)
= 0.59
Top Width (ft)
= 3.58
EGL (ft)
= 0.90
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50
4. Downstream Channel Calculations
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3138 by Autodesk, Inc.
Section 1 - 10 Year
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 518.00
Slope (%)
= 5.70
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.39
Elev (ft)
521.00
520.50
520.00
519.50
519.00
518.50
518.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Jan 17 2022
= 0.50
= 5.390
= 1.00
= 5.39
= 3.24
= 0.65
= 3.00
= 0.95
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
in It
517.50 ' ' ' ' ' ' ' ' ' ' ' -0.50
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3138 by Autodesk, Inc.
Section 2 - 10 year
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 4.00
Invert Elev (ft)
= 488.00
Slope (%)
= 1.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 143.00
Elev (ft) Section
493.00
492.00
491.00
490.00
489.00
488.00
487.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Jan 17 2022
= 2.85
= 143.00
= 19.09
= 7.49
= 13.75
= 2.93
= 12.40
= 3.72
2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
5.00
4.00
3.00
2.00
1.00
m
_i nn
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3138 by Autodesk, Inc.
Section 3- 10 year
Trapezoidal
Bottom Width (ft)
= 12.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 8.00
Invert Elev (ft)
= 428.00
Slope (%)
= 3.80
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 204.00
Elev (ft)
437.00
436.00
435.00
434.00
433.00
432.00
431.00
430.00
429.00
428.00
427.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Jan 17 2022
= 1.35
= 204.00
= 19.84
= 10.28
= 18.04
= 1.87
= 17.40
= 2.99
5 10 15 20 25 30 35 40 45 50
Reach (ft)
Depth (ft)
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
-1.00
55
5. Downstream Drainage Areas
1/17/22, 12:24 PM
StreamStats
StreamStats Report - Section 2
Region ID: VA
Workspace ID: VA20220117172308462000
Clicked Point (Latitude, Longitude): 37.85813,-78.54984
Time: 2022-01-17 12:23:31 -0500
9
!:eene
715
Basin Characteristics
Parameter Code Parameter Description
DRNAREA Area that drains to a point on a stream
Peak -Flow Statistics Parameters [Blue Ridge 2011 5144]
Value Unit
0.15 square miles
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.15 square miles 0.06 7866
Peak -Flow Statistics Flow Report [Blue Ridge 2011 5144]
https://streamstats.usgs.gov/ss/ 112
1/17/22, 12:24 PM
StreamStats
PH: Prediction Interval -Lower, Plu: Prediction Interval -Upper, ASEp: Average Standard Error of
Prediction, SE: Standard Error (other -- see report)
Statistic
Value
Unit
ASEp
50-percent AEP flood
34.9
ft^3/s
17
42.9-percent AEP flood
42.4
ft^3/s
18
20-percent AEP flood
87
ft^3/s
20
10-percent AEP flood
143
ft^3/s
24
4-percent AEP flood
237
ft^3/s
29
2-percent AEP flood
333
ft^3/s
32
1-percent AEP flood
496
ft^3/s
30
0.5-percent AEP flood
639
ft^3/s
33
Peak -Flow Statistics Citations
Austin, S.H., Krstolic, J.L., and Wiegand, Ute,2011, Peak -flow characteristics of Virginia
streams: U.S. Geological Survey Scientific Investigations Report 2011-5144, 106 p. + 3
tables and 2 appendixes on CD. (http://pubs.usgs.gov/sir/2011/5144/)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality
standards relative to the purpose for which the data were collected. Although these data and associated metadata have
been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems,
nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the
software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to
further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore,
the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages
resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not
imply endorsement by the U.S. Government.
Application Version: 4.6.2
StreamStats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://streamstats.usgs.gov/ss/ 2/2
1/17/22, 12:26 PM
StreamStats
StreamStats Report - Section 3
Region ID: VA
Workspace ID: VA20220117172534845000
Clicked Point (Latitude, Longitude): 37.85173,-78.54928
Time: 2022-01-17 12:25:55 -0500
Basin Characteristics
Parameter Code
DRNAREA
715
Parameter Description
Area that drains to a point on a stream
/
Value Unit
0.26 square miles
Peak -Flow Statistics Parameters [Blue Ridge 2011 5144]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.26 square miles 0.06 7866
Peak -Flow Statistics Flow Report [Blue Ridge 2011 5144]
https:/Istreamstats.usgs.gov/ss/ 112
1/17/22, 12:26 PM
StreamStats
PH: Prediction Interval -Lower, Plu: Prediction Interval -Upper, ASEp: Average Standard Error of
Prediction, SE: Standard Error (other -- see report)
Statistic
Value
Unit
ASEp
50-percent AEP flood
51.5
ft^3/s
17
42.9-percent AEP flood
62.3
ft^3/s
18
20-percent AEP flood
126
ft^3/s
20
10-percent AEP flood
204
ft^3/s
24
4-percent AEP flood
335
ft^3/s
29
2-percent AEP flood
467
ft^3/s
32
1-percent AEP flood
687
ft^3/s
30
0.5-percent AEP flood
881
ft^3/s
33
Peak -Flow Statistics Citations
Austin, S.H., Krstolic, J.L., and Wiegand, Ute,2011, Peak -flow characteristics of Virginia
streams: U.S. Geological Survey Scientific Investigations Report 2011-5144, 106 p. + 3
tables and 2 appendixes on CD. (http://pubs.usgs.gov/sir/2011/5144/)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality
standards relative to the purpose for which the data were collected. Although these data and associated metadata have
been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems,
nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the
software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to
further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore,
the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages
resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not
imply endorsement by the U.S. Government.
Application Version: 4.6.2
StreamStats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://streamstats.usgs.gov/ss/ 2/2
12/17/21, 9:41 AM
StreamStats
StreamStats Report
Region ID: VA
Workspace ID: VA20211217143936451000
Clicked Point (Latitude, Longitude): 37.85022,-78.55042
Time: 2021-12-17 09:40:01 -0500
715
Basin Characteristics
Parameter Code Parameter Description
DRNAREA Area that drains to a point on a stream
Peak -Flow Statistics Parameters [Blue Ridge 2011 5144]
Parameter Code Parameter Name Value Units
DRNAREA Drainage Area 0.54 square miles
Peak -Flow Statistics Flow Report [Blue Ridge 2011 5144]
�°i�•J,'U'��F a-7
Value Unit
0.54 square miles
Min Limit Max Limit
0.06 7866
https://streamstats.usgs.gov/ss/ 112
12/17/21, 9:41 AM
StreamStats
PH: Prediction Interval -Lower, Plu: Prediction Interval -Upper, ASEp: Average Standard Error of
Prediction, SE: Standard Error (other -- see report)
Statistic
Value
Unit
ASEp
50-percent AEP flood
86.6
ft^3/s
17
42.9-percent AEP flood
104
ft^3/s
18
20-percent AEP flood
205
ft^3/s
20
10-percent AEP flood
328
ft^3/s
24
4-percent AEP flood
530
ft^3/s
29
2-percent AEP flood
733
ft^3/s
32
1-percent AEP flood
1060
ft^3/s
30
0.5-percent AEP flood
1350
ft^3/s
33
Peak -Flow Statistics Citations
Austin, S.H., Krstolic, J.L., and Wiegand, Ute,2011, Peak -flow characteristics of Virginia
streams: U.S. Geological Survey Scientific Investigations Report 2011-5144, 106 p. + 3
tables and 2 appendixes on CD. (http://pubs.usgs.gov/sir/2011/5144/)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality
standards relative to the purpose for which the data were collected. Although these data and associated metadata have
been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems,
nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the
software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to
further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore,
the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages
resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not
imply endorsement by the U.S. Government.
Application Version: 4.6.2
StreamStats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://streamstats.usgs.gov/ss/ 2/2
Appendix B
Stormwater Quality
1. Virginia Runoff Reduction Method Spreadsheet Re -
Development — V3.0
Virginia Runoff Reduction Method Worksheet
DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0
BMP Design Specifications List: 2013 Draft Stds & Specs
Site Summary
Total Rainfall (in): 43
Total Disturbed Acreage: 6.25
Site Land Cover Summary
Pre-ReDevelopment Land Cover (acres)
Asoils
BSolls
CSolls
DSolis
Totals
%of Total
Forest/Open (acres)
0.00
4.60
0.00
1.46
6.06
97
Managed Turf(acres)
coo
0.38
0.00
0.00
0.18
3
Impervious Cover (acres)
coo
0.01
0.00
0.00
0.01
0
6.25
100
Post-ReDevelopment Land Cover (acres)
Asoils
!.Soils
CSolls
DSoils
Totals
%of Total
Forest/Open (acres)
0.00
3.15
0.00
1.35
4.50
72
Managed Turf(acres)
1 0.00
0.72
0.00
0.08
0.80
13
Impervious Cover (acres)
1 0.00
0.92
0.00
0.03
0.95
15
Forest/Open Space areas must be protected in accordance wkh the Virginia Runoff Reduction Method
6.25
100
Site TV and Land Cover Nutrient Loads
Final Port -Development
Post-
Post
Adjusted Pre-
(Post-ReDevelopment
ReDevelopment
Developmentrvious
ReDevelopment
&New Impervious) )
(New Impervious)
Site Rv
0.20
0.06
0.95
0.04
Treatment Volume (fts)
4,459
1,218
3,242
827
TP Load(lb/yr)
2.80
0.77
2.04
0.52
Baseline TP Load (lb/yr): 2.1771"Redumon aeiow new aevempmenemaefimitarion wt required
Total TP Load Reduction Required (lb/yr) 0.24 -1.41 1.65
Final Post -Development Load
(Post-ReDevelopment & New Impervious)
Pre-
ReDevelopment
TN Load (Ib/yr)
20.04
4.19
Pre-
ReDevelopment
Final Post -Development
Post-ReDevelopment TP
TP Load per acre
TP Load per acre
Load per acre
(lb/acre/yr)
(lb/acre/yr)
(lb/acre/yr)
0.10
0.4S
0.14
Summary Print
Virginia Runoff Reduction Method Worksheet
Site Compliance Summary
Maximum% Reduction Required Below m% 'Note:% Reduction will reduce post -development TP load to less than or equal to baseline load of2.38 lb/yr(0.41 lb/ac/yr)
Pre-ReDevelopment Loatl (Required reductimfor Post-ReDev.=Post-ReDev TP load -baseline load of2.1771 lb/yr), baseline load=site area x 0.41 Ib/ac/yr
Total Runoff Volume Reduction (kt)
1,361
Total TP Load Reduction Achieved (lb/yr)
1.17
Total TN Load Reduction Achieved (lb/yr)
9.77
Remaining Post Development TP Load
1.63
(lb/yr)
Remaining TP Load Reduction (lb/yr)
Required
000
'Reduamn below new development load limitation not required
"TARGET TP REDUCTION EXCEEDED BY 0.93 LB/YEAR"
Summary Print
Virginia Runoff Reduction Method Worksheet
Drainage Area Summary
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0.00
Managed Turf(acres)
0.41
0.00
0.00
0.00
0.00
0.41
Impervious Cover(acres)
0.90
0.00
0.00
0.00
0.00
0.90
Total Area (acres)
1.31
0.00
0.00
0.00
0.00
1.31
Drainage Area Compliance Summary
DA. A
D.A. B
DA. C
D.A. D
D.A. E
Total
TR Load Reduced (lb/yr)
1.17
0.00
0.00
0.00
0.00
1.17
TN Load Reduced (lb/yr)
9.77
0.00
0.00
0.00
0.00
9.77
Summary Print
Virginia Runoff Reduction Method Worksheet
Drainage Area A Summary
Land Cover Summary
ASoils
Bsolls
Csolls
DSoils
Total
%of Total
Fares"Open (acres(
0.D0
0.00
0.00
0.00
0.00
0
Managed Turf(acres)
0.00
0.41
0.00
0.00
0.41
31
Impervious cover(acres)
0.00
0.90
0.00
0.00
0.90
69
1.31
BMP Selections
Managed Turf
Impervious
BMP Treatment
TP Load from
Untreated TP Load
TP Removed
TP Remaining
Downstream Treatment
Practice
Credit Area
Cover Credit
volume (fc')
Upstream
to Practice (Ihs)
(Ib/yr)
(Ih/yr)
to be Employed
(acres)
Area (acres)
Practices (Ihs)
6.a. Bioretention #1 or Micro-Bioretention
#1 or Urban Bioretention (Spec #9)
0.41
0.9
3,401.31
0.00
2.13
1.17
0.96
Total Impervious Cover Treated(acres)
0.90
Total Turf Area Treated (acres)
0.41
Total TP Load Reduction Achieved in D.A.
1.17
(lb/yr)
Total TN Load Reduction Achieved in D.A.
9.77
(lb/yr)
Summary Print
Virginia Runoff Reduction Method Worksheet
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Runoff Volume and CN Calculations
1-year storm 2-year storm 10-year storm
Target Rainfall Event (in) 1 0.00 0.00 0.00
Drainage Areas
RV & CN
Drainage Area A
Drainage Area B
Drainage Area C
Drainage Area D
Drainage Area E
CN
86
0
0
0
0
RR (fta)
1,361
0
0
0
0
I -year return period
RV wa RR(wzin)
0.00
0.00
0.00
0.00
0.00
RV w RR(wsin)
0.00
0.00
0.00
0.00
0.00
CN ad(uOed
100
0
0
0
0
2-year return period
RVwo RR(wzin)
0.00
0.00
0.00
0.00
0.00
RV w RR (wsan)
0.00
0.00
0.00
0.00
0.00
CN adjusted
100
0
0
0
0
10-year return period
RVwo RR(ws-in)
0.00
0.00
0.00
0.00
0.00
RV w RR(wzn)
0.00
0.00
0.00
0.00
0.00
[N adjusted
100
0
0
0
0
Summary Print
2. Bioretention Sizing Calculations
SACC - Bioretention Calculations
Bioretention Storage Depth (Ea. 9.11
Void Ratio (Vr)
Depths (ft)
Ponding
1
1
Mulch
0.25
0.25
Bio Soil Media
0.25
2
Choker Stone
0.40
0.25
Gravel
0.40
1
2.3 4.5
Storage Depth (ft) - Eq. 9.1 Mod 2.06
Required Treatment Volume
Contributing Drainage
RV
TV
Area(AC)
Impervious
0.90
0.95
3086
Managed Turf
0.41
0.2
300
Total: 3386
Bioretention 2 - Volume/Area Provided
CF
CF
CF
Description
Elev.
Depth (ft)
Area (sf)
Vr
Inc. Vol. (cl)
Cum. Vol. (ct)
Bottom of Stone (D)
549.50
0
1702
0
0
0
UD Invert (E)
549.50
0.00
1702
0
0
0
Top of Filter Stone (C)
550.75
1.25
1702
0.4
851
851
Top of Bio Media (B)
552.75
3.25
1702
0.25
851
1702
Top of Mulch (A)
553.00
3.50
1702
0.25
106
1808
Orifice Invert
554.00
4.50
3551
1.00
2627
4435
Storage
555.00
5.50
4115
1.00
3833
8268
Volume/Area Summary
Required
Provided
TV (cf)
3386
4435
SA (sf) - Eq. 9.3 Mod
1642
1702
*Volume Provided at Water Quality elevation
of media
Appendix C
Supporting Documentation
1. National Resource Conservation Service (NRCS) Custom Soil
Resource Report for Amherst County, Virginia
USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Albemarle
County, Virginia
November 30, 2021
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrGs.usda.govtwps/
portal/nres/main/soils/healthn and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nrGs.usda.govtwps/portal/nres/detail/soils/contactus/?
cid=nres 142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface...............................................................................................
How Soil Surveys Are Made.............................................................
SoilMap.............................................................................................
SoilMap...........................................................................................
Legend.............................................................................................
MapUnit Legend.............................................................................
Map Unit Descriptions......................................................................
Albemarle County, Virginia...........................................................
4613—Grassland silt loam, 2 to 7 percent slopes ......................
51C—Bugley channery silt loam, 7 to 15 percent slopes.........
51 D—Bugley channery silt loam, 15 to 25 percent slopes.......
6213—Buffstat silt loam, 2 to 7 percent slopes ..........................
References.............................................
............ 2
.............5
............ 8
.............9
...........10
.......... 11
...........11
...........13
.......... 13
...........14
...........15
...........16
...........17
El
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
IM
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
3 r o4w w Km C, b-a k, w
AZ
`J", 'Jfljp
MAPLEGEND
Area of Interest (AOO
O
Area of Interest (AOI)
Solis
Soil Map Unit Polygons
N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
V
Blowout
®
Borrow Pit
Clay Spot
O
Closed Depression
Gravel Pit
Gravelly Spot
O
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
O
Miscellaneous Water
O
Perennial Water
y
Rock Outcrop
+
Saline Spot
Sandy Spot
Severely Eroded Spot
Q
Sinkhole
Slide or Slip
J,
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
g
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:15,800.
o
Stony Spot
W
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
�..ry
Rails
measurements.
N
Interstate Highways
Source of Map: Natural Resources Conservation Service
ti
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
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 15, Sep 13, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 14, 2019—Oct
15, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10
Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
46B
Grassland silt loam, 2 to 7
percent slopes
12
5.0%
51C
Bugley channery silt loam, 7 to
15 percent slopes
3.1
12.8%
51 D
Bugley channery silt loam, 15 to
25 percent slopes
3.3
13.5%
62B
Buffstat silt loam, 2 to 7 percent
slopes
16.6
68.7%
Totals for Area of Interest
24.2
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
11
Custom Soil Resource Report
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
W
Custom Soil Resource Report
Albemarle County, Virginia
4613—Grassland silt loam, 2 to 7 percent slopes
Map Unit Setting
National map unit symbol: 2v7j8
Elevation: 360 to 1,540 feet
Mean annual precipitation: 25 to 65 inches
Mean annual air temperature: 54 to 59 degrees F
Frost -free period: 195 to 231 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Grassland and similar soils: 85 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Grassland
Setting
Landform: Hillslopes
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from serecite schist
Typical profile
Ap - 0 to 9 inches: silt loam
Bt - 9 to 38 inches: silty clay loam
BC - 38 to 58 inches: channery silt loam
Cr- 58 to 79 inches: bedrock
Properties and qualities
Slope: 2 to 7 percent
Depth to restrictive feature: 40 to 60 inches to paralithic bedrock
Drainage class: Moderately well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Hydric soil rating: No
Minor Components
Delila
Percent of map unit: 5 percent
Landform: Drainageways
13
Custom Soil Resource Report
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Head slope, tread
Down -slope shape: Concave
Across -slope shape: Convex
Hydric soil rating: Yes
SIC—Bugley channery silt loam, 7 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2v7jh
Elevation: 360 to 1,540 feet
Mean annual precipitation: 25 to 65 inches
Mean annual air temperature: 54 to 59 degrees F
Frost -free period: 195 to 231 days
Farmland classification: Not prime farmland
Map Unit Composition
Bugley and similar soils: 80 percent
Estimates are based on observations, descriptions, and transacts of the mapunit.
Description of Bugley
Setting
Landform: Interfluves
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from serecite schist
Typical profile
Ap - 0 to 6 inches: channery silt loam
Bw- 6 to 18 inches: very channery silt loam
R - 18 to 79 inches: bedrock
Properties and qualities
Slope: 7 to 15 percent
Depth to restrictive feature: 10 to 20 inches to lithic bedrock
Drainage class: Somewhat excessively drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 5.95 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low (about 2.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: D
14
Custom Soil Resource Report
Hydric soil rating: No
51 D—Bugley channery silt loam, 15 to 25 percent slopes
Map Unit Setting
National map unit symbol: 2v7jj
Elevation: 360 to 1,540 feet
Mean annual precipitation: 25 to 65 inches
Mean annual air temperature: 54 to 59 degrees F
Frost -free period: 195 to 231 days
Farmland classification: Not prime farmland
Map Unit Composition
Bugley and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bugley
Setting
Landform: Interfluves
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from serecite schist
Typical profile
Ap - 0 to 6 inches: channery silt loam
Bw- 6 to 18 inches: very channery silt loam
R - 18 to 79 inches: bedrock
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: 10 to 20 inches to lithic bedrock
Drainage class: Somewhat excessively drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 5.95 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low (about 2.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: D
Hydric soil rating: No
15
Custom Soil Resource Report
6213—Buffstat silt loam, 2 to 7 percent slopes
Map Unit Setting
National map unit symbol: 2v7jt
Elevation: 360 to 1,540 feet
Mean annual precipitation: 25 to 65 inches
Mean annual air temperature: 54 to 59 degrees F
Frost -free period: 195 to 231 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Buffstat and similar soils: 80 percent
Estimates are based on observations,
Description of Buffstat
descriptions, and transects of the mapunit.
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from serecite schist
Typical profile
Ap - 0 to 8 inches: silt loam
Bt - 8 to 39 inches: silty clay loam
C - 39 to 50 inches: channery silt loam
R - 50 to 79 inches: bedrock
Properties and qualities
Slope: 2 to 7 percent
Depth to restrictive feature: 40 to 60 inches to paralithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
it.
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.govAvps/portal/
nres/deta i I/nations I/soi Is/?cid=n res 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres 142 p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprd b1043084
W1
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres 142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. hftp://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=n res 142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf
18
2. NOAA Atlas 14 Point Precipitation Frequency Estimates for
Albemarle County, Virginia
1/16/22, 1:09 PM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Keene Virginia USA*
r„W
,..
Latitude: �L 37, Longitude:-78.5557° Elevation: 66+.06 ft"
' source: ESRI Maps°
j
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta. 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/hour)+
Average
recurrence interval (years)
Duration
+
z
s
+o
zs
so
1 100
oo
zoo
soo
+000
5-min
(3.71-4.56)
(4.375.38)
(5. 9-6.26)
(5.77-7?10)
(6.47-7?98)
(7.01 8668)
(7.498.45
9-9.32)
(7.929992)
(8. 6--110.6)
(8.75- 1.2)
+0-min
(2.96-3.64)
(3.504.30)
(4.075z9)
(4.61-b.68)
(5.66.36)
(5.9-6.91)
(505-741)
(6.27-7?87)
(6.62841)
(6.88-8.84)
+5-min
(2.473404)
(2: 33.60)
(3.44-4.23)
(38 9-4.79)
(4.685.37)
(4.71�83)
(5.02624)
5.99
(5.36.62)
(5. 5--37705)
6.66
(57 6-7..40)
30-min
(1.69-2.08)
(2.02-249)
(2.44-3.00)
(2.82-3.47)
(3. 3-3.98)
(3.54..39)
(3.84-4.78)
(4.115615)
(4A25761)
(4.66-5.99)
1.17
2.04
60-min
(1.06-1.30)
(1.2A75)
(1.571493)
(1.84-2.5)
(2.?�65)
(2.02.98)
(2.65-3.29)
(2. 8-3.61)
(3.137�303)
(3.a14.37)
1.87
2.3
2.57
2-hr
(0.624-0 792)
(0.747-0.949)
(0.920.18)
(1: 0-1.39)
(1.30-1765)
(1.47-61787)
(1.63-2.9)
(1. 9-2732)
(2. 0 2563)
(2: 8-2.90)
1.07
3-hr
(0.5 0579)
(0.542-0695)
(0.6771-0.861)
(0. 92d802)
(0.937--1.21)
(1.06-2L37)
1 (118-753)
1 (1.30-d'70)
1 (1. 51.93)
1 (1.58-2.12)
0.392
6-hr
2740.547)
(0.2913--0371)
(0.348-0.444)
(04
(0.05-0.648)
(0.602-0776)
(0.687-0890)
(0.nO-11..01)
(0.857--1.13)
(0.973-11.31)
(1.07-31.47)
+2-hr
(0.1820233)
(0.217-0279)
(0.2 8-0.35)
(0.3118-0411)
(0.383-0497)
(0.440--00576)
(0.498-0.660)
(0.560-0..751)
(0.646-0885)
(0. 23---11.01)
.1138)
.1167)
4-hr
2P559)
0
(0.1110-0.
(0.134-0.
(0.1770-0 214)
(0.201---0 252)
(0.2 5-0309)
(0.283-0.358)
(0.323-0 412)
(0.66-0471)
(0.428
(0.480-0.635)
2-day
(0.065-0 081)
(00 9-0098)
(0.100-0.124)
(0.1� -015)
(0.142-0.-311F.1177)
(0.162-0 203)
(0.183-0 231)
(0.206-0.263)
(0.235� 09)
(0.265-0.347)
0.47
0.167
0.219
3-day
(0.046-0.057)
(0056-0.069)
(00771---0.08)
(0.084-0..1103)
(0.101-0..1125)
(0.1I5-0.0143)
(0.131-0163)
(0.147-0185)
(0.1070-0217)
(0.18-0243)
4-day
-0.045)
(0.03
(0.045-0055)
(0057-0.069)
(0.067--0081)
(0081-0098)
(0. 92-0..1113)
(0.104-0129)
(0.1117-0..1146)
(0.135-0.170)
(0.10-0..1191)
7-day
(0.95-0 030)
(00 0-006)
(0037-0.044)
(0.043-0 052)
(0052-0.062)
(0058 0 071)
(0.066-0.080)
(00 3-0090)
(0084-0..1104)
(0092 0.1116)
10-dey
0
(0.020-0.023)
(0024-0028)
(0029-0.034)
(0.034-0.040)
(0.040-0.047)
(0.045 053)
(0050-0 059)
(00 5-0.066)
(0.062-0 076)
(0.08-0.084)
013-0
016-0
019-0.022)
20-dey
(0. 015)
(0.0.014
018)
(0.0.017
(0.021--0 025)
(00 5-0029)
(0027--0.032)
(000-0 035)
(00 3-0038)
(00 6-0.043)
(0039-0.047)
30-dey
(0.011-0012)
(0.0013-0015)
(0.0015-0 017)
(0.0017-0 019)
(00 9-0.022)
(0021--0.024)
(0023-0.026)
(0024-0028)
(0026-0 030)
(0.028-0 032)
018-0.020)
45-day
(0.09-0 010)
(0.0011-0.012)
(0.0013-0-011 014)
(0.00140 016)
(00 6-0018)
(0.001 0 019)
(0.
(00 9-0022)
(0021--0 024)
(0.022-0.025)
01700
60-day
o.98-0 009)
Low 09-U 011)
(o00110-0 012)
(0001 0 013)
(o0013-0 015)
ow14-0 016)
o 115-0 017)
(00 6-0 018)
(00 20)
(00018-0.021)
1 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 (for 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 AOas 14 document for more information.
Back to Top
PF graphical
hfps://hdsc.nws.noaa.gov/hdsctpfds/pfds_Printpage.html?lat=37.8621&Ion=-78.5557&data=intensity&units=english&series=pds 1/4
1/16/22, 1:09 PM
Precipitation Frequency Data Server
100.000
r 10.000
c
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1.000
rU
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c
0.100
0
ate+
a
d 0.010
0.001 L
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PDS-based intensity -duration -frequency (IDF) curves
Latitude: 37.8621", Longitude:-78.55570
C C t O o t L L r1i r1i r1i N r0 A A r0 N N E E N Ib
Duration
100.000
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c
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a
i 0.010
F1
NOAA Atlas 14, Volume 2. Version 3
500 1000
Average recurrence interval (years)
Created (GMT): Sun Jan 16 18:09:17 2022
Back to Top
Maps & aerials
Small scale terrain
Average recu
mtenal
(years)
— 1
2
— 5
10
25
50
100
200
— 500
1000
Duration
5-min
— 2-day
— 10-mm
— 3-day
15inrn
— 4-day
— 30-min
— 7-day
— 60imn
— 10-0ay
— 2-hr
— 2G-day
— 3-hr
— 30-day
— 6-hr
— 45-day
— 12-hr
— 60-day
— 24fir
hftps://hdsc.nws.noaa.govlhdsc/pfds/pfds_printpage.html?lat=37.8621&Ion=-78.5557&data=intensity&units=english&series=pds 214
1/13/22, 2:13 PM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Keene Virginia USA'
r„W
Latitude: 37,Longitude: -78.5548°
Elevation: 507.96 ft"
g
a 3
' source: ESRI Maps
A
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta. 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)
Duretion
7
2
5
70
25
50I
700
200
500
7000
536
602
655
704
749
-m471
5in
240.7n)
886)
(0.09-0380)
(0.64-0.448)
(0.4240522)
(0.48 -0 592)
(0.5 9-0665)
(0.584-0..723)
(06
(0.660A627)
(0.697-0
(0.72 9-0 96)
1.33
70-min
(0.4940607)
(0.583-0..717)
(0.60 0.836)
(0.769-0.947)
0
(0.8-1.06)
(0.931-1.15)
(0.992-11.24)
(1.051931)
: (10-2140)
1 (1.15- .47)
0684
0.812
1.
8
22
3
r�
1.67
75-min
9
(0.659)
(0.733-0.901)
(0.859-1.06)
(0.973-1.20)
(1.09--134)
(118-146)
(1.25-1.56)
(1.32-1.65)
(1.39--11 76)
1 (1.441.85)
30-min
(0.846---11.04)
1 (1.01 1225)
1 (1.22-11..50)
1 (1.41--1774)
1(1.61-81099)
(1: 8-22..20)
(1.92-2.39)
(2.05-2358)
(2.21 2381)
(2.33-3.00)
1.17
2.04
60-min
(1.06-1.30)
(1.2A756)
(1.57143)
(1.84-2.26)
(2.?�65)
(2.02098)
(2.65-3.29)
(2. 8-3.61)
(3.1374303)
(3.a144..37)
2.48
6.15
2-hr
(1.2510.58)
(1: 9--61890)
(166-22..6)
(2.0-2.78)
(2. 933.30)
(2. 3--3.75)
(32 64.19)
(3. 9 .64)
(4.01526)
(4.6-5.79)
3-hr
(1.6-1.74)
(1.632409)
(2.02-�59)
(2.38-3.05)
(2.81-3.62)
(3. 84511)
(3.544.60)
(3.90-5.11)
(4.65.79)
(4.746.6)
6-hr
(1:42.2)
(2.08-2.0)
(2.56-3.28)
(3.02�88)
4.11
(3. 0-4.65)
(4.115.33)
(4.616504)
(5: 36.79)
(5.82--74.84)
7.77
(6: 3-8.78)
4
4.35
6
0
8.01
0
72-hr
(219-2.81)
(2.62-3.6)
(3. 2-4.15)
(3.834.95)
(41-5.98)
.
06
(5. .94)
(6.01--7395)
(6: 5-9.05)
-1
(7. 9 0.7)
(8.71- 2.2)
24-hr
(2.65-3.32)
(3.214702)
(4. 9--5..13)
(4.82606)
(5. 8-7G4.42)
(6. 8 8060)
(7.4968)
(8.78-111.3)
(10.3-13A)
3.7
(11 5-15.2)
2-0ey
(3.12 3787)
(3. 9-4.69)
(4. 0-8.96)
(5.63-78.00)
(6.81-8.49)
(7. 8 9975)
(8.81--111.1)
(9.91-12.6)
(115-14.8)
(127- 6.7)
3-day
797)
(3.354.10)
(4.0
(5: 46.0)
(6.9-67739)
(7.38.97)
(8.31-310.3)
(9.40-111.7)
(10.6- 3.3)
(122-15.6)
(13.6-187.5)
4-day
(3.574�33)
(4.325.24)
(5A76.65)
(6. 1-07679)
(7.749745)
(8.84-1.8)
(9.99- 2.3)
(112-14.0)
(13.0- 6A)
(14.4-8.4)
4.53
SAS
6.82
7.93
9.53
70.9
12.3
13.8
76.0
17.8
7-day
(4.164.96)
(5.015.97)
(6.25-7.45)
(7.25-8.66)
(8.66-10.4)
(9.81-11.8)
(11.0-13.4)
(12.3-15.1)
(14.1-17.5)
(15.5-19.5)
10-dey
(4.74b.58)
(5.86.69)
(7. 0 825)
(8.06-9.51)
(9.52-11.3)
(10.7- 2.7)
(11.9-14.3)
(132415.9)
(14.9- 8.2)
(16.3- 0.2)
20 dey
(6.32-728)
V.548.68)
(9. 910.5)
(10.3- 1.9)
(11.9-13.8)
(137--15.3)
(14.4-6.9)
(157-18.5)
(1720.6)
(18270 2.4)
30-dey
(7.81 8?89)
(9.26-610.5)
(10.9- 2.5)
(122- 3.9)
(13.8-15.8)
(1516127.3)
(16.3- 8.7)
(174-0.1)
(18?9-2.0)
(20.0. 3.4)
45-day
(9.80. 11.1)
1 (11.6-13.1)
1 (13.5- 5.2)
1 (15.0. 6.9)
1 (16.8- 9.0)
1 (187- 0.5)
(19.4 2.1)
(206?23.5)
(223 5.5)
(23.3-26.9)
60-day
27.8
(11.6--13.0)
(13.6- 5.2)
(157-1 6)
(172-1 3)
(19221.5)
(2067 3.2)
(22.0.24.7)
(232 6.2)
(24z76--2-82
(25.8- 9.6)
1 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 (for 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 Top
PF graphical
hftps://hdsc.nws.noaa.govlhdsc/pfds/pfds_Printpage.html?lat=37.8604&Ion=-78.5548&data=depth&units=english&series=pds 1/4
1/13/22, 2:13 PM
Precipitation Frequency Data Server
Lim
25
c
L 20
c
5
Hl
PDS-based depth -duration -frequency (DDF) curves
Latitude: 37.8604°,Longitude: -78.55480
C
C
C
C
C
t t
T
T T
T
T
TT
_
_
E
L L
L re
re re Mrs
N re
r0
r0
re N
N AIb
No9
'AO
'AE
Duration
31
IF
L 21
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Thu Jan 13 19:12:46 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
rntenal
(years)
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
5-min
— 2-day
— 10-mm
— 3-day
15- mrn
— 4-day
— 30-min
— 7-day
— 60inrn
— 10-0ay
— 2-hr
— 20-day
— 3-hr
— 30-day
— 6-hr
— 45-day
— 12-hr
— 60-day
— 24fir
hftps://hdsc.nws.noaa.govlhdsc/pfds/pfds_printpage.html?lat=37.8604&Ion=-78.5548&data=depth&units=english&series=pds 214
1/13/22, 2:13 PM
Precipitation Frequency Data Server
2mi
Large scale terrain
\ Washington, D.C.` �A
Harrisonburg.
Staunton
I VIRGINIA
IA i
Richmond
Lynchburg
q ake
100km
60mi Norfc
Large scale map
Him
r nm.
Lynchbur
--8 -9 0 noke
0
100km
~ 0mi
Large scale aerial
At
Washington
Non
hftps://hdsc.nws.noaa.govlhdsc/pfds/pfds_printpage.html?lat=37.8604&Ion=-78.5548&data=depth&units=english&series=pds 314
1/13/22, 2:13 PM
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(c Inoaa.gov
Disclaimer
hftps://hdsc.nws.noaa.govlhdsc/pfds/pfds_Printpage.html?lat=37.8604&Ion=-78.5548&data=depth&units=english&series=pds 414
Appendix D
Checklists
1. Albemarle County Engineering— Erosion and Sediment
Control Plan Checklist
Albemarle County Engineering
Erosion and Sediment Control Plan checklist for plan reviewers
Updated 1 Dec 2014
An erosion and sediment control plan is a document which illustrates the measures used to control erosion
and sedimentation during construction. All measures follow the Virginia Erosions and Sediment Control
Handbook.
Reference key;
[Square Brackets] are County Code references, (Curved Brackets) are policy references, and (regular
parenthesis) are explanatory. Links to reference documents are provided where possible.
Application information:
X Completed WPO application and fees, with owners signature [County Code 18-32.4.3.2,
18-32.3.9, 17 Article II] Erosion Control plans require a Water Protection Ordinance
(WPO) application and original owner's signature. No review is provided without
application, owner signature and fees. This is true even for revisions. It is important that
the owner be aware of comments and re -submittals, and this is the county assurance.
NSA Copies of federal and state permits for any wetland or stream disturbance. (Army Corps,
VDEQ, etc) [17-604, 18-32.1.2, 14-311]
VSMP:
x SWPPP, PPP, SWMP approvals obtained where necessary. In most cases, the erosion
control plan will not be submitted independently, but will be part of a Stormwater
Pollution Prevention Plan (SWPPP). Unless exempt, it will be approved with the
SWPPP.
Title information:
X Project title. Titles should be appropriate. It should be an erosion control plan, not a
stormwater plan, or site plan, etc. In some cases a WPO package will contain a
stormwater plan and a mitigation plan, but they should be on separate sheets with keys
and page titles.
x Professional seal, with original signature and date for professionally prepared plans.
X Content: The erosion control plan must not contain information regarding permanent
improvements that do not also appear on other plans. Erosion control plans are
temporary documents that are discarded after projects are complete.
Existing conditions plan view information:
X accurate current existing topography at the time of submittal, including all existing site
features, and any recent disturbances, all at a legible scale
X date and source of the topographic information: All topography should be at least visually
field verified by the designer within the last year. Adequate erosion control cannot be
designed without accurate topography and drainage areas.
NSA WPO buffer limits; 100' from stream or wetland bank, 200' from reservoirs, or
floodplain limit if greater.
NSA No buffer disturbances without WPO Program Authority approval and a mitigation plan.
NSA floodplain limits, including 100yr flood limits for any channel with a drainage area of
50+ acres.
Albemarle County
Engineering E&SC Plan Checklist
Page 2 of 4
N/A Floodplain undisturbed. Disturbances require a Special Use Permit or Floodplain
Development Permit.
X all existing easements (access, drainage, sight, sanitary easements, etc.) with deed book
references, locations and dimensions
NIA all critical slopes (typically shaded)
X Zoning Ordinance buffers shown and protected undisturbed. Disturbances require
Planning approval of a waiver.
Proposed plan view information:
Grading:
X proposed topography at minimum 2' contour intervals — tied into existing contours, as
well as all proposed site features in later phases. (Sites with less than 6' of grade change
should consider using smaller contour intervals.) These should agree with other final
plans.
X proposed slopes are all 2:1 (horizontal:vertical) or flatter {Design Manual, section 81
X proposed slopes steeper than 3:1 have low maintenance (not grass) ground cover
specified on the plan {Design Manual, Section 81
NIA existing critical slopes are not disturbed, unless a waiver or exemption has been granted
for the disturbance. [18-4.2, 14-304]
N/A Retaining Wall Plans approved. Any walls supporting roads or necessary infrastructure
require engineered plans (not generic manufacturer's details) and computations. (Design
Manual, section 8) This will also be required where walls are close to property lines and
there is the danger of affecting neighboring property, either during construction, with
later failures, or with pedestrian or vehicle safety.
X final contour shapes and slopes ensure no un-drained pockets or stagnant pools
Narrative:
X narrative and project title (Narratives are now optional, and not reviewed by the County,
other than noting whether they are not seriously in error, like a boilerplate with another
County's name on it.)
X project description
X existing site conditions description
X adjacent areas description
X off -site areas description including any off -site areas for borrow, waste or other
disturbance.
N/A special use permit for cut greater than 50,OOOcy in RA zoning
X soils descriptions
X County erosion control notes
X stormwater runoff considerations: this can refer to the stormwater management
plan
N/A sediment basin design computations summary for each sediment basin
X sediment trap design computation summary for each sediment trap
Erosion and sediment control measures:
X limits of clearing and grading encompassing all disturbances, entrances, staging and
parking areas, areas where sediment laden runoff will cross, or any construction related
activities. This must match any landscaping and conservation plans submitted with site
plans
Albemarle County
Engineering E&SC Plan Checklist
Page 3 of 4
X a construction entrance (CE) draining to a sediment trap or basin
X dust control symbols (DC)
X temporary and permanent seeding symbols (TS, PS)
X existing drainage divides
X existing vegetation, with trees to be saved located by drip lines. This must match any
landscaping and conservation plans.
X protection provided for all stages/phases of construction. from initial land clearing to
final grades and hardscapes. This is our most important item. Plans which show only
inlet protection on proposed drainage systems, which are only possible to install upon
completion of grading, may be denied without further review.
X no erosion control measures in the way of construction access or gradinK Diversion
dikes or silt fence are not placed in the middle of the site, or through access or grading.
Sediment traps are not under or on top of fill material or held up by retaining walls.
Construction entrances are not on fill, etc. If the concept for site protection is not
adequate in this regard, further review of the plan may not be possible.
X existing soil boundaries are shown with labels. Areas already disturbed are indicated,
with constructed fill depth or cut noted.
NIA critical erosion areas are identified; areas of constructed slopes, areas near property lines
NSA adjacent off -site disturbances are shown with erosion control facilities
NSA a stockpile location.
N/A where cut or fill balances have a 10,000 cubic yard deficit or more, plans should not be
approved without a waste area identified. This must be on -site, or on another approved
and permitted site. (Don't make the inspectors chase trucks to find the dump site
violation.)
X a staging and parking area, or other construction related areas
X diversion dikes are used to direct drainage to traps and basins
X silt fence is not used across contours in place of diversion dikes.
X silt fence is limited to areas of sheet flow with `/4 acre per 100ft of level on -grade silt
fence. Plans showing only silt fence, without sediment trapping measures, should not be
approved unless they meet this criteria and fill dirt is minimal.
N/A all swales and low points at the perimeter of the site have a sediment trap or basin. Silt
fence in swales is typically not adequate. Check dams do not substitute for traps.
Diversions which travel more than 100ft, or go in and out of swales, are usually not
maintainable in the field. If the concept for site protection is not adequate in this regard,
further review of the plan may not be possible.
NSA temporary slope drains (TSD) or diversions are provided to prevent discharge over
disturbed or fill slopes
NIA inlet protection (IP) on all inlets
NSA culvert inlet protection (CIP) on all culvert inlets
NSA outlet protection (OP) on all outlets
N/A all watercourses are protected and encroachments minimized
NSA stream crossing (USC,SC) and diversions are provided at all stream crossings.
X adequate channels (MS-19) provided for each outfall (see Design Manual for minimum
content)
X all traps and basins are shown with proposed contours. Simple boxes or symbols are not
sufficient, in most cases, to determine layout or bond amounts.
For each trap;
X drainage area is 3 acres or less
Albemarle County
Engineering E&SC Plan Checklist
Page 4 of 4
X sized for total drainage area, including those for in -line upstream facilities
X wet storage is 67cy or more
X dry storage is 67cy or more
X wet storage is 4' deep or less
X wet storage side slope is 1:1 or flatter
X dry storage side slope is 2:1 or flatter
X stone weir is 6ft per acre of drainage area
X embankment and stone weir height is 5' maximum from outside toe
X embankment top width is adequate (see table 16 reference)
X 2:1 length:width ratio for flow path
For each basin; (GB 3.14)
N/A sized for total drainage area, including those for in -line upstream facilities
wet storage is 67cy or more
dry storage is 67yr or more
wet storage side slope is 1:1 or flatter
dry storage side slope is 2:1 or flatter
embankment 15' high or less from downstream toe
principle and emergency spillways sized per handbook requirements
embankment has 1' freeboard during 25yr storm with emergency spillway
embankment has 2' freeboard during 25yr storm without emergency spillway
trash rack / anti -vortex device specified per handbook requirements
riser anchor size specified per floatation computation
dewatering device sized for 6+hr drawdown of dry storage: 3" dia. minimum
safety fence and signs stating "danger, quick sand, do not enter" provided if near any
residential properties, or public access
structures and embankment match permanent design for facilities to be converted to
permanent stormwater management facilities
embankment top width is adequate (see Design Manual reference details)
2:1 length:width ratio for flow path. Baffles specified only on temporary structures
(p.III-79). Baffles are a big hassle in construction, and should not substitute for properly
dimensioned design if at all possible.
Details:
X a paved construction entrance detail (see Design Manual reference details) for projects in
the development areas over 10 acres
X a typical section for each temporary channel or diversion, referenced from the plan
sheets. Existing ground should be shown at the maximum cross -slope on the plan.
N/A details and copies of Program Authority permissions for any variances.
Mass or Early Grading:
N/A mass grading Planning approval. (This is also called rough or early grading plans which
contain only approximate finished grades and culverts necessary to grade) Mass grading
can only be permitted within planned developments where a concept grading plan was
approved with the rezoning. The agent (Director of Planning) needs to formally
determine that the grading plan is in general conformity with the approved rezoning plan.
Otherwise, an initial site plan needs to be approved prior to issuance of a grading permit.
Issuance of a grading permit at the initial site plan stage, as apposed to after final plan
approval, requires specific approval from the County Engineer.
2. Albemarle County Engineering - Drainage Plan Checklist
Albemarle County Engineering
Drainage Plan checklist for plan reviewers
Updated 1 Dec 2014
A drainage plans is typically a component of a road plan, site plan, or stormwater management plan. It
consists of the channel, ditch, culvert, and stormsewer design drawings, drainage maps, and computations
for hydrology and hydraulics.
Reference key;
[Square Brackets] are County Code references, {Curved Brackets} are policy references, and (regular
parenthesis) are explanatory. Links to reference documents are provided where possible.
X A professional seal should be provided for any computation packages where are separate
from sealed plans.
Drainage: [18-32.6.2d, 14-305, 311]
X drainage area maps (This is a basic element, and without this there is no review)
X drainage computations (usually in the form of tables from the VDOT Drainage Manual
App. 9B-1 LD-2014, App.7B-1 LD-268, App., App. 8B-1 LD-269, etc. -computations are
a basic element, and without them there is no review)
X all proposed and existing storm sewer must be shown in plan view
N/A for residential development, principle access free of flooding during the 25yr storm [ 14-
410]
N/A site runoff and entrances do not drain into streets (from VDOT Drainage Manual 9.4.5.2,
9.4.6.2)
N/A concentrated runoff (lcfs or greater) does not run across travelways/streets (as above
following VDOT design)
N/A drainage does not run across, through, or backwater in dumpster areas [ 18-4.12.19]
X overland relief is provided for any drainage structure or inlet in case of clogging. The
failure of any system will not cause structures, streets or yards to flood. (Policy)
NIA direction of flow change (or deflection angle) in each drainage structure is 90 degrees or
greater (flow should not have to reverse direction) (from guide of VDOT Drainage
Manual 9.4.9.3.2.3)
NIA labels on all drainage structures provided (and should match the drainage computations
and profiles)
N/A provisions and easements for drainage across 3 or more lots. Dense development where
fencing, decking, sheds, patios, etc. are expected should provide yard inlets and pipes in
easements, rather than ditches {Policy)
Drainage profiles: (applicable to site plans, road and drainage plans) [14-311, 18-32]
drainage profiles for each pipe, structure or channel must contain:
w^ existing ground
"I^ proposed ground
"IA any channel linings
NIA all utility crossings
NIA a VDOT designation (MH-1, DI-3B, etc.) for each structure
N/A throat length for each drop inlet
NIA grate type for each grate inlet
"IA a label on each structure to correspond with the computations
Albemarle County
Engineering Drainage Plan Checklist
Page 2 of 2
X material and strength class or gage of each pipe
NIA manhole access every 300' for 15"42" or 800' for 48" or greater
X pipe slopes at 0.5% min. to 16% max. (per VDOT studs for anchors over 16%)
N/A concrete inlet shaping (IS-1) specified on any structure with a 4' or greater drop
NSA safety slabs (SL-1) in any structure taller than 12'.
X top or rim elevation for each structure
X all invert elevations for each structure (with positive flow drop between inverts).
X end sections (ES-1) or endwalls (EW-1) on all pipe outlets. Endwalls for culverts 48" or
taller
X scour outlet protection at all outlets, corresponding to computations (Green Brook, OP)
Drainage computations: (applicable to any plan proposing pipes, channels, etc.)
X Pipe computations for all pipes
X All proposed systems are designed within open channel flow capacities. (HGL
computations are not necessary, and should not be relied upon unless the entire
system is to be watertight.)
NIA For systems within drainage easements, all proposed pipes are a minimum 15" in
diameter
X There are no excessive outlet velocities (> 15fps)
N/A Curb inlet computations for any curb inlets on grade
All spreads are less than 10'
carryover is accounted for
100% capture at entrances so no flow runs out entrances into travel lanes
100% capture, or overland flow of capacity storm, to stormwater management
facilities. Typically stormwater management is designed to the 10year storm, and
inlets on grade often cannot capture this. Inlets in sumps should be used.
N/A Curb inlet computations for any curb inlets in sump conditions
All flow depths are below 6" in the capacity table
All spreads are less than 10'
_ 100% capture to stormwater management facilities
X Ditch computations for any ditches
X ditch linings specified per plans meet velocity requirements
N/A Culvert computations for any culverts
headwaters < 1.5 x culvert height, and 18" below shoulder elevation of streets.
N/A Outlet protection computations for all outlets
dimensions and stone sizes for all outfalls
X Proposed pipe and inlet drainage area map
X limits of all areas and sub -areas draining to proposed structures, and existing
structures or channels which will be impacted
X acreage of each drainage area as used in computations
X hydrologic coefficient for each drainage area as used in the computations
X time of concentration for each drainage area as used in the computations
X destination structure labeled for each drainage area (if not obvious)
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TMP 121-94 A.
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a I DB 1433-4
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DESIGNED BY:
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DRAWN BY:
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CHECKED BY:
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SCALE:
1"=30'
DATE:
JANUARY 14, 2022
PROJECT NUMBER:
2100656-03
FIG 3
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/ REVISIONS
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DESIGNED BY:
DAA
DRAWN BY:
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CHECKED BY:
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SCALE:
1"=20'
DATE:
JANUARY 14, 2022
PROJECT NUMBER:
2100656-03
FIG 4
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SCALE:
DATE:
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PROJECT NUMBER:
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