HomeMy WebLinkAboutWPO201400063 Calculations 2014-07-07 •
County of Albemarle
„.....,
Virginia
Engineering Manual
For
New Hope Church
Erosion Control & Drainage Calculations
First Submittal: January 17, 2013
Second Submittal: June 28, 2013
Third Submittal: August 29, 2014
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Blackwell Engineering PLC
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Harrisonburg, VA 22801
Ph. (540)432-9555 Fax(540)434-7604
Blackwellengineering.com
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Table of Contents
Description Page
Erosion Control Narrative 1-6
Structure Sizing Calculations
VDOT LD-229 7
VDOT LD-347 (Omitted—See Underground Detention Routing)
VDOT LD-204 8
Underground Detention Routings 9-42
Dickerson Road and Piney Mountain Road Intersection
Existing Drainage Area A Hydrograph 1
Proposed Runoff Hydrograph 7
Dickerson Road and Dickerson Lane Intersection—Route 606
Existing Drainage Area B Hydrograph 10
Proposed Runoff Hydrograph 14
Ditch Calculations 43-48
Bioretention Basin Sizing Calculations 49
Sediment Trap Calculations 50
Drainage Area Map End
EROSION & SEDIMENT CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is the mass grading for all phases of construction of the New
Hope Church, entrance drive, parking lot and building for Phase 1. The site is located in
Albemarle County, west of Route 29 and north of the intersection of Dickerson Lane and
Dickerson Road. Phase 1 of the site will consist of a 200-seat church building and
adjacent parking. A total of 2.78 acres will be disturbed during construction.
EXISTING SITE CONDITIONS
The site is tree-covered with two grass-covered clearings for overhead electric power
lines. The land slopes to both the east and west at slopes ranging from 5% to 20% from a
ridgeline that runs through the middle of the site at.
ADJACENT PROPERTY
Two existing churches and a preschool abuts the property to the east, Dickerson Road
and Dickerson Lane to the south, Piney Mountain road to the west and residential land to
the north.
OFF-SITE AREA
If material is imported to or exported from the site the Contractor will coordinate with the
County ESC Administrator as to the location of the offsite fill/borrow area. The offsite
fill/borrow area shall have a valid Land Disturbing Permit.
SOILS
47C—Louisburg sandy loam, 7 to 15 percent slopes
Map Unit Composition
Louisburg and similar soils: 75 percent
Properties and qualities
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 6.6 inches)
Interpretive groups
Hydrologic Soil Group: B
1
Typical profile
0 to 5 inches: Sandy loam Kw=0.24 T=3
Now
5 to 79 inches: Sandy loam Kw=0.24
65C—Pacolet sandy loam, 7 to 15 percent slopes
Map Unit Composition
Pacolet and similar soils: 80 percent
Properties and qualities
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding:None
Available water capacity: Moderate (about 7.6 inches)
Interpretive groups
Hydrologic Soil Group: B
Typical profile
0 to 6 inches: Sandy loam Kw=0.20 T=3
6 to 32 inches: Clay Kw=0.28
32 to 79 inches: Sandy clay loam Kw=0.28
94C—Wedowee sandy loam, 7 to 15 percent slopes
`tirir Map Unit Composition
Wedowee and similar soils: 80 percent
Properties and qualities
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding:None
Frequency of ponding: None
Available water capacity: Moderate (about 8.0 inches)
Interpretive groups
Hydrologic Soil Group: B
Typical profile
0 to 7 inches: Sandy loam Kw=0.24 T=3
7 to 11 inches: Sandy clay loam Kw=0.28
11 to 30 inches: Clay Kw=0.28
30 to 60 inches: Sandy clay loam Kw=0.28
2
CRITICAL EROSION AREAS
The areas of critical slopes greater than 25% are identified by shading and labeling on the
site plan. A small area of critical slopes is effected by grading for the drive entrance to
the site.
EROSION & SEDIMENT CONTROL MEASURES
Unless otherwise indicated, all vegetative and structural erosion and sediment control
practices shall be constructed and maintained according to the minimum standards and
specifications of the Virginia Erosion and Sediment Control Regulations, latest edition.
The minimum standards of the handbook shall be adhered to unless otherwise waived or
approved by a variance.
STRUCTURAL PRACTICES
1. Temporary Paved Construction Entrance—Albemarle County Standard
A temporary paved construction entrance shall be installed as shown on the plans. A
temporary Type III barricade shall be installed at the same time to limit incoming
and outgoing construction traffic to one lane. During muddy conditions, drivers of
construction vehicles shall be required to clean off their wheels before entering the
highway. Runoff created during this procedure shall pass through an approved
sediment removing process.
2. Construction Road Stabilization—3.03
A 6" course of VDOT #5 aggregate shall be installed immediately after grading for
entrance, drive, and parking.
3. Silt Fence—3.05
A temporary sediment barrier constructed of posts, filter fabric and, in some cases, a
wire support fence, shall be installed where shown on the plans to intercept and filter
sediment and decrease flow velocities from drainage areas of limited size.
4. Storm Drain Inlet Protection—3.07
A sediment filter shall be installed at all curb and drop inlets to storm drains that
have become functional to prevent sediment from entering and accumulating in and
being transferred by the culvert and associated drainage system prior to permanent
stabilization of a disturbed project area.
5. Culvert Inlet Protection—3.08
A stone combination sediment filter shall be constructed on the upstream end of
storm drain pipes to reduce sediment laden runoff from entering the pipe.
6. Temporary Diversion Dike—3.09
A temporary diversion dike shall be constructed where shown on the plans to
channel storm water to a sediment trap.
3
7. Temporary Fill Diversion—3.10
A temporary fill diversion dike shall be constructed at the top of the fill slope where
shown on the plans to channel storm water to the diversion dike and sediment trap.
8. Temporary Sediment Trap—3.13
A temporary sediment trap shall be constructed as shown on the grading plan for this
project. It shall be constructed such that runoff from disturbed areas shall
concentrate in the sediment trap before leaving the site.
9. Paved Flume—3.16
Permanent paved channels shall be constructed on slopes as shown on the plans.
10. Outlet Protection—3.18
The installation of riprap channel sections shall be installed at the downstream end
of storm drain outlets to reduce erosion and under-cutting from scouring at outlets
and to reduce flow velocities before storm water enters receiving channels below
these outlets.
11. Rock Check Dams—3.20 and Modified Rock Check Dams
Small temporary stone dams constructed across a swale or drainage ditch shall be
constructed as shown on the plans.
12. Other practices shall be installed if required by Blackwell Engineering or the County
E&SC Administrator.
VEGETATIVE PRACTICES
1. Top soiling (stockpile)—3.30
Topsoil shall be stripped from areas to be graded and stockpiled for later use and shall
be stabilized by silt fencing or seeding with seed mix appropriate for the time of year.
2. Temporary Seeding, Permanent Seeding and Mulching— 3.31, 3.32 and 3.35
Temporary seeding, permanent seeding, appropriate to the time of year, and mulching
shall be installed according to Seeding and Mulching Table detail on the plan.
MANAGEMENT STRATEGIES
1. Sediment trapping measures shall be installed prior to any excavation on site.
2. Construction shall be conducted so that disturbance of the existing ground cover will
be minimized.
3. Construction shall be sequenced so that grading operations begin and end as quickly
as possible.
4. Temporary seeding or other stabilization shall follow immediately after grading.
4
5. Areas that will be disturbed shall be clearly marked by flags, signs, etc.
6. The job superintendent shall be responsible for the installation and maintenance of all
erosion and sediment control practices.
7. After achieving adequate stabilization to the satisfaction of the E&SC Administrator,
the temporary E&S controls shall be removed.
PERMANENT STABILIZATION
All areas disturbed by construction and not otherwise stabilized, shall be stabilized with
permanent seeding within 7 days following finish grading. Seeding shall be done
according to standard & specification 3.32, PERMANENT SEEDING, of the handbook
Seeding shall be applied depending on time of the year according to E & S C handbook
specifications. In all seeding operations, seed, fertilizer, and lime shall be applied prior to
mulching. Erosion control blankets shall be installed over fill slopes which have been
brought to final grade and have been seeded to protect the slopes from rill and gully
erosion and to allow seed to germinate properly. Mulch (straw or fiber) shall be used on
relatively flat areas. In all seeding operations, seed, fertilizer, and lime shall be applied
prior to mulching.
STORM WATER MANAGEMENT
Two underground detention piping systems are proposed and shown on the plans. The
outlet for facility #1 discharges into proposed Ditch#3 flowing south to Dickerson Road,
thence southwest to the existing culvert in Piney Mountain Road. The outlet for facility
#2 discharges into the existing roadside ditch and culvert near the intersection of
Dickerson Road and Dickerson Lane. The water quality requirements for the site are
provided by a bio-retention basin at the outlet of facility #1. Long term maintenance of
the detention and water quality facilities and outlet system shall be the responsibility of
the property owner. This maintenance shall include periodic inspection, removing
sediment buildup, cleaning of outlet pipe system of sedimentation and debris, and
replacing dead trees and shrubs.
Stormwater Runoff at Piney Mountain Road
Pre-construction: Q2 = 0.69 cfs Qio = 3.20 cfs (Hydrograph 1)
Post-construction: Q2 = 0.62 cfs Qio = 2.87 cfs (Hydrograph 7)
Stormwater Runoff at Route 606
Pre-construction: Q2 = 0.32 cfs Qio= 1.05 cfs (Hydrograph 10)
Post-construction: Q2 = 0.36 cfs Qio= 0.76 cfs (Hydrograph 14)
See Pre- and Post-construction runoff calculations and underground detention routing.
MAINTENANCE
In general, all erosion and sediment control measures shall be checked daily and after
each significant rainfall. The following items shall be checked in particular:
5
1. The seeded area shall be checked regularly to ensure that a good stand is maintained.
Areas shall be fertilized and reseeded as needed.
2. The gravel construction entrance shall be maintained in a condition, which will
prevent tracking or flow of mud onto public right-of-ways. Periodic top dressing with
additional stone or the washing and reworking of existing stone shall be required
when the stone is covered or has been pushed into the soil. It shall be returned to its
original depth of 6" (min.).
3. The silt fence shall be checked regularly for undermining or deterioration of the
fabric. Sediment shall be removed when the level of sediment deposition reaches half
way to the top of the barrier.
4. The outlet protection filter system shall be checked regularly for sediment buildup
that will prevent drainage. If the stone filter is clogged by sediment, it shall be
removed and cleaned or replaced. Riprap shall be inspected periodically to determine
if high flows have caused scour beneath the riprap or filter fabric dislodged any of the
stone. Care must be taken to properly control sediment-laden construction runoff,
which may drain to the point of the new installation.
5. The inlet protection structure shall be inspected after each rain and repairs made as
needed. Sediment shall be removed and the trap restored to its original dimensions
when the sediment has accumulated to one half the design depth of the trap.
4. Maintenance of the Sediment Trap shall include mowing and repair of the detention
basin berms, spillways, and grass areas; cleaning out sediment buildup; clearing of
debris and trash from the outlet pipe system. As well as the removing of sediment
when it reaches the cleanout level.
5. The temporary diversion dike shall be inspected after every storm and repairs made if
necessary. Once every two weeks whether a storm has occurred or not, the measure
shall be inspected and repairs made if needed. Damages made by construction traffic
or other activity must be repaired before the end of the working day.
6. The inlet and outlet protection filter system shall be checked regularly for sediment
buildup which will prevent drainage. If the stone filter is clogged by sediment, it
shall be removed and cleaned or replaced.
6
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8
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8
DA A to Piney Mtn 5-8 to UG Det 1 13-DA 3c
10-Ex DA B to 606 11 -DA 3a+b
v u
4-UGDet1 12-UG Det 2
3-DA 4 to Confluence
5-UG Det 1 Outfall 14-Prop to 606
6-Confluence
0107-Prop to Piney Mtn Rd
Legend
Hyd. Oriain Description
1 SCS Runoff Ex DA A to Piney Mtn Rd
2 SCS Runoff DA 5-8 to UG Det 1
3 SCS Runoff DA 4 to Confluence
4 Reservoir UG Det 1
5 Reach UG Det 1 Outfall
6 Combine Confluence
7 Reach Prop to Piney Mtn Rd
10 SCS Runoff Ex DA B to 606
11 SCS Runoff DA 3a+b
'. Reservoir UG Det 2
3 SCS Runoff DA 3c
14 Combine Prop to 606
Project: 2167 SCS 2.gpw Tuesday, Jun 25, 2013 9
Hydrograph Return Period Recap flow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
P. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 0.694 3.196 Ex DA A to Piney Mtn Rd
2 SCS Runoff 3.619 5.493 DA 5-8 to UG Det 1
3 SCS Runoff 0.292 1.137 DA 4 to Confluence
4 Reservoir 2 0.335 3.346 UG Det 1
5 Reach 4 0.334 2.733 UG Det 1 Outfall
6 Combine 3,5 0.627 3.222 Confluence
7 Reach 6 0.624 2.872 Prop to Piney Mtn Rd
10 SCS Runoff 0.324 1.053 ------ Ex DAB to 606
11 SCS Runoff 1.245 2.931 DA 3a+b
12 Reservoir 11 0.149 0.322 UG Det 2
13 SCS Runoff 0.235 0.575 DA 3c
14 Combine 12, 13 0.363 0.759 ------ Prop to 606
"'Yrrv`
Proj. file: 2167 SCS 2.gpw Tuesday, Jun 25, 2013
10
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
type flow interval Peak volume hyd(s) elevation strge used Description
„ , (origin) (cfs) (min) (min) (cult) (ft) (cult)
1 SCS Runoff 0.694 1 734 4,728 Ex DA A to Piney Mtn Rd
2 SCS Runoff 3.619 1 719 9,492 DA 5-8 to UG Det 1
3 SCS Runoff 0.292 1 756 2,923 DA 4 to Confluence
4 Reservoir 0.335 1 748 9,491 2 523.42 3,903 UG Det 1
5 Reach 0.334 1 753 9,481 4 UG Det 1 Outfall
6 Combine 0.627 1 755 12,405 3,5 Confluence
7 Reach 0.624 1 761 12,396 6 Prop to Piney Mtn Rd
10 SCS Runoff 0.324 2 726 1,331 Ex DAB to 606
11 SCS Runoff 1.245 1 731 5,181 DA 3a+b
12 Reservoir 0.149 1 807 5,176 11 494.47 2,202 UG Det 2
13 SCS Runoff 0.235 1 739 1,275 DA 3c
14 Combine 0.363 1 740 6,451 12, 13 Prop to 606
2167 SCS 2.gpw Return Period: 2 Year Tuesday, Jun 25, 2013
11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
4yd. No. 1
x DA A to Piney Mtn Rd
Hydrograph type = SCS Runoff Peak discharge = 0.694 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 4,728 cuft
Drainage area = 3.070 ac Curve number = 56*
Basin Slope = 5.7 % Hydraulic length = 767 ft
Tc method = TR55 Time of conc. (Tc) = 27.40 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(2.370 x 55)+(0.700 x 61)]/3.070
Ex DA A to Piney Mtn Rd
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40
0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)
12
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8
Hyd. No. 1
'`"Ex DA A to Piney Mtn Rd
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.63 0.00 0.00
Land slope (%) = 4.50 0.00 0.00
Travel Time (min) = 25.38 + 0.00 + 0.00 = 25.38
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 0.75 0.00 0.00
4'""- Wetted perimeter(ft) = 3.16 0.00 0.00
Channel slope (%) = 6.14 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =4.70
0.00
0.00
Flow length (ft) ({0})570.0 0.0 0.0
Travel Time (min) = 2.02 + 0.00 + 0.00 = 2.02
Total Travel Time, Tc 27.40 min
13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
'-lyd. No. 2
15A 5-8 to UG Det 1
Hydrograph type = SCS Runoff Peak discharge = 3.619 cfs
Storm frequency = 2 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 9,492 cuft
Drainage area = 0.770 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 5-8 to UG Det 1
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 -- . ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
`1"r Hyd No. 2 Time(min)
14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
4yd. No. 3
A 4 to Confluence
Hydrograph type = SCS Runoff Peak discharge = 0.292 cfs
Storm frequency = 2 yrs Time to peak = 756 min
Time interval = 1 min Hyd. volume = 2,923 cuft
Drainage area = 1.600 ac Curve number = 58*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 57.80 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.850 x 55)+(0.750 x 61)]/1.600
DA 4 to Confluence
Q (cfs) Hyd. No. 3--2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Now, Hyd No. 3 Time(min)
15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
`iyd. No. 4
'TJG Det 1
Hydrograph type = Reservoir Peak discharge = 0.335 cfs
Storm frequency = 2 yrs Time to peak = 748 min
Time interval = 1 min Hyd. volume = 9,491 cuft
Inflow hyd. No. = 2 - DA 5-8 to UG Det 1 Max. Elevation = 523.42 ft
Reservoir name = UG Detention 1 Max. Storage = 3,903 cuft
Storage Indication method used.
UG Det 1
Q (cfs) Hyd. No. 4--2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
'War Hyd No. 4 Hyd No. 2 .L...L_CII=L_E Total storage used = 3,903 cuft
16
Pond Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
Pond No. 1 - UG Detention 1
Pond Data
JG Chambers-Invert elev.=519.00 ft, Rise x Span=6.00 x 6.00 ft, Barrel Len=200.00 ft, No.Barrels=1, Slope=0.50%, Headers=No
_
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 519.00 n/a 0 0
0.70 519.70 n/a 100 100
1.40 520.40 n/a 449 549
2.10 521.10 n/a 671 1,220
2.80 521.80 n/a 780 2,000
3.50 522.50 n/a 828 2,829
4.20 523.20 n/a 829 3,657
4.90 523.90 n/a 780 4,437
5.60 524.60 n/a 671 5,108
6.30 525.30 n/a 449 5,556
7.00 526.00 n/a 100 5,656
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 2.50 Inactive 0.00 Crest Len(ft) = 2.65 0.00 0.00 0.00
Span(in) = 15.00 2.50 3.00 0.00 Crest El.(ft) = 524.30 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 519.00 519.00 519.00 0.00 Weir Type = Rect --- ---
Length(ft) = 100.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
7.00 526.00
d
6.00s, 525.00
5.00 524.00
4.00 523.00
3.00 522.00
■
2.00 521.00
1.00 i 520.00
tir,,. 0.00 519.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00
Total Q •Culv A -Culv B Culy C User Discharge(cfs)
Weir A -Weir B Weir C Weir D
17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
4yd. No. 5
`"CJG Det 1 Outfall
Hydrograph type = Reach Peak discharge = 0.334 cfs
Storm frequency = 2 yrs Time to peak = 753 min
Time interval = 1 min Hyd. volume = 9,481 cuft
Inflow hyd. No. = 4 - UG Det 1 Section type = Triangular
Reach length = 240.0 ft Channel slope = 10.0 %
Manning's n = 0.200 Bottom width = 0.0 ft
Side slope = 3.0:1 Max. depth = 0.0 ft
Rating curve x = 1.031 Rating curve m = 1.333
Ave. velocity = 0.78 ft/s Routing coeff. = 0.2296
Modified Att-Kin routing method used.
UG Det 1 Outfall
Q (cfs) Hyd. No. 5--2 Year Q (cfs)
0.50 0.50
0.45 0.45
X0.40 0.40
0.35 0.35
0.30 \ 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
. Time(min)
.
Hyd No. 5 Hyd No. 4
18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
Hyd. No. 6
—Confluence
Hydrograph type = Combine Peak discharge = 0.627 cfs
Storm frequency = 2 yrs Time to peak = 755 min
Time interval = 1 min Hyd. volume = 12,405 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 1.600 ac
Confluence
Q (cfs) Hyd. No. 6--2 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
NNN\0.20 0.20
0.10 0.10
0.00 1 -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 6 Hyd No. 3 Hyd No. 5
19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
'lyd. No. 7
Hrop to Piney Mtn Rd
Hydrograph type = Reach Peak discharge = 0.624 cfs
Storm frequency = 2 yrs Time to peak = 761 min
Time interval = 1 min Hyd. volume = 12,396 cuft
Inflow hyd. No. = 6 - Confluence Section type = Triangular
Reach length = 165.0 ft Channel slope = 2.4 %
Manning's n = 0.200 Bottom width = 0.0 ft
Side slope = 2.0:1 Max. depth = 0.0 ft
Rating curve x = 0.580 Rating curve m = 1.333
Ave. velocity = 0.59 ft/s Routing coeff. = 0.2509
Modified Att-Kin routing method used.
Prop to Piney Mtn Rd
Q (cfs) 0 (cfs)
Hyd. No. 7 --2 Year
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 TA' 0.60
, v
0.50 i
\ 0.50
--
0.40 ... 0.40
.,
0.30 N 0.30
020 I N
----- 0.20
_
,-
0.10 / 0.10
— _
— ,.__...,,-....7:.
•■••••■■.I.°°°'.'''""''''-
0.00 - 1 '' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 — Hyd No. 6
20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
4yd. No. 10
'`"Ex DA B to 606
Hydrograph type = SCS Runoff Peak discharge = 0.324 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 1,331 cuft
Drainage area = 0.580 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.10 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.320 x 55)+(0.210 x 61)+(0.050 x 98)]/0.580
Ex DA B to 606
Q (cfs) Q (cfs)
Hyd. No. 10--2 Year
0.50 0.50
0.45 0.45
X0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
_ L
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Nifty - Hyd No. 10 Time(min)
21
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8
Hyd. No. 10
Ex DA B to 606
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 180.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.63 0.00 0.00
Land slope (%) = 8.33 0.00 0.00
Travel Time (min) = 18.23 + 0.00 + 0.00 = 18.23
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 0.33 0.00 0.00
"- Wetted perimeter(ft) = 0.75 0.00 0.00
Channel slope (%) = 4.76 0.00 0.00
Manning's n-value = 0.200 0.015 0.015
Velocity (ft/s) =0.94
0.00
0.00
Flow length (ft) ({0})105.0 0.0 0.0
Travel Time (min) = 1.87 + 0.00 + 0.00 = 1.87
Total Travel Time, Tc 20.10 min
22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
4yd. No. 11
```bA 3a+b
Hydrograph type = SCS Runoff Peak discharge = 1.245 cfs
Storm frequency = 2 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 5,181 cuft
Drainage area = 1.320 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.20 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.330 x 55)+(0.630 x 61)+(0.360 x 98)]/1.320
DA 3a+b
Q (cfs) Hyd. No. 11 --2 Year Q (cfs)
2.00 2.00
Noy-
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Never Hyd No. 11 Time(min)
23
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8
Hyd. No. 11
S.DA 3a+b
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 130.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.63 0.00 0.00
Land slope (°/o) = 4.62 0.00 0.00
Travel Time (min) = 17.79 + 0.00 + 0.00 = 17.79
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 0.33 0.67 0.00
Wetted perimeter(ft) = 0.75 1.50 0.00
Channel slope (%) = 1.85 10.00 0.00
Manning's n-value = 0.200 0.200 0.015
Velocity (ft/s) =0.58
1.37
0.00
Flow length (ft) ({0})270.0 220.0 0.0
Travel Time (min) = 7.70 + 2.67 + 0.00 = 10.37
Total Travel Time, Tc 28.20 min
Now
24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
Myd. No. 12
`TJG Det 2
Hydrograph type = Reservoir Peak discharge = 0.149 cfs
Storm frequency = 2 yrs Time to peak = 807 min
Time interval = 1 min Hyd. volume = 5,176 cuft
Inflow hyd. No. = 11 - DA 3a+b Max. Elevation = 494.47 ft
Reservoir name = UG Detention 2 Max. Storage = 2,202 cuft
Storage Indication method used.
UG Det 2
Q (cfs) Q (cfs)
Hyd. No. 12 --2 Year
2.00 2.00
Nome
1.00 - 1.00
0.00 -- 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
�' Time(min)
Hyd No. 12 Hyd No. 11 =EH Total storage used = 2,202 cuft
25
Pond Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
Pond No. 2- UG Detention 2
Pond Data
JG Chambers-Invert elev.=492.30 ft, Rise x Span=5.00 x 5.00 ft, Barrel Len=60.00 ft, No.Barrels=4, Slope=0.50%, Headers=Yes
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 492.30 n/a 0 0
0.53 492.83 n/a 207 207
1.06 493.36 n/a 516 723
1.59 493.89 n/a 660 1,383
2.12 494.42 n/a 739 2,122
2.65 494.95 n/a 775 2,897
3.18 495.48 n/a 775 3,672
3.71 496.01 n/a 739 4,412
4.24 496.54 n/a 659 5,071
4.77 497.07 n/a 516 5,587
5.30 497.60 n/a 206 5,793
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 2.00 0.00 0.00 Crest Len(ft) = 2.65 0.00 0.00 0.00
Span(in) = 15.00 2.00 0.00 0.00 Crest El.(ft) = 497.50 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 492.30 492.30 0.00 0.00 Weir Type = Rect --- --- ---
Length(ft) = 56.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
*\r Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
6.00 498.30
,.
5.00 , 497.30
4.00 4 496.30
3.00 ! 495.30
/ �1 ...
2.00 4 494.30
1.00 493.30
ho,- 0.00 492.30
0.00 0.06 0.12 0.18 0.24 0.30 0.36 0.42 0.48 0.54 0.60
Total Q • Culy A •Culy B User Discharge(cfs)
<--- -Weir A Weir B •Weir C •Weir D
26
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
,Hyd. No. 13
`art)A 3c
Hydrograph type = SCS Runoff Peak discharge = 0.235 cfs
Storm frequency = 2 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 1,275 cuft
Drainage area = 0.340 ac Curve number = 69*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 39.50 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.080 x 55)+(0.170 x 61)+(0.090 x 98)]/0.340
DA 3c
Q (cfs) Hyd. No. 13--2 Year Q (cfs)
0.50 1 0.50
0.45 0.45
N`".0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 t 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
'' "` Hyd No. 13 Time(min)
27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
'lyd. No. 14
"Prop to 606
Hydrograph type = Combine Peak discharge = 0.363 cfs
Storm frequency = 2 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 6,451 cuft
Inflow hyds. = 12, 13 Contrib. drain. area = 0.340 ac
Prop to 606
Q (cfs) Hyd. No. 14--2 Year Q (cfs)
0.50 0.50
0.45 - 0.45
0.40 0.40
0.35 0.35
0.30 0.30
_ 111111•11
0.25 — 0.25
0.20 1 _. w_ 0.20
0.15 ..` 0.15
�
0.10 0.10
0.05 0.05
0.00 - _ 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 14 Hyd No. 12 Hyd No. 13
28
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
"'- type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 3.196 1 732 14,363 Ex DA A to Piney Mtn Rd
2 SCS Runoff 5.493 1 719 14,653 ----- ----- DA 5-8 to UG Det 1
3 SCS Runoff 1.137 1 751 8,345 DA 4 to Confluence
4 Reservoir 3.346 1 725 14,652 2 524.80 5,226 UG Det 1
5 Reach 2.733 1 727 14,643 4 UG Det 1 Outfall
6 Combine 3.222 1 728 22,987 3,5 Confluence
7 Reach 2.872 1 731 22,981 6 Prop to Piney Mtn Rd
10 SCS Runoff 1.053 2 726 3,508 Ex DAB to 606
11 SCS Runoff 2.931 1 731 11,410 DA 3a+b
12 Reservoir 0.322 1 797 11,406 11 497.55 5,772 UG Det2
13 SCS Runoff 0.575 1 738 2,855 ----- DA 3c
14 Combine 0.759 1 739 14,260 12, 13 ----- Prop to 606
2167 SCS 2.gpw Return Period: 10 Year Tuesday, Jun 25, 2013
29
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
Hyd. No. 1
Ex DA A to Piney Mtn Rd
Hydrograph type = SCS Runoff Peak discharge = 3.196 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 14,363 cuft
Drainage area = 3.070 ac Curve number = 56*
Basin Slope = 5.7 % Hydraulic length = 767 ft
Tc method = TR55 Time of conc. (Tc) = 27.40 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.370 x 55)+(0.700 x 61)]/3.070
Ex DA A to Piney Mtn Rd
Q (cfs) Q (cfs)
Hyd. No. 1 -- 10 Year
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - \_ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
'" Hyd No. 1 Time(min)
30
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
Hyd. No. 2
bA 5-8 to UG Det 1
Hydrograph type = SCS Runoff Peak discharge = 5.493 cfs
Storm frequency = 10 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 14,653 cuft
Drainage area = 0.770 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 5-8 to UG Det 1
Q (cfs) Q (cfs)
Hyd. No. 2 -- 10 Year
6.00 I __ 6.00
X5.00 - 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 1320
44.1' Hyd No. 2 Time(min)
31
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
'-1yd. No. 3
A 4 to Confluence
Hydrograph type = SCS Runoff Peak discharge = 1.137 cfs
Storm frequency = 10 yrs Time to peak = 751 min
Time interval = 1 min Hyd. volume = 8,345 cuft
Drainage area = 1.600 ac Curve number = 58*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 57.80 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.850 x 55)+(0.750 x 61)]/1.600
DA 4 to Confluence
Q (cfs) Hyd. No. 3-- 10 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 1560
Hyd No. 3 Time (min)
32
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
No. 4
UG Det 1
Hydrograph type = Reservoir Peak discharge = 3.346 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 14,652 cuft
Inflow hyd. No. = 2 - DA 5-8 to UG Det 1 Max. Elevation = 524.80 ft
Reservoir name = UG Detention 1 Max. Storage = 5,226 cuft
Storage Indication method used.
UG Det 1
Q (cfs) Hyd. No 4 -- 10 Year 0 (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
L ...
0.00 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 2 III ( III . Total storage used = 5,226 cuft
33
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
'iyd. No. 5
UG Det 1 Outfall
Hydrograph type = Reach Peak discharge = 2.733 cfs
Storm frequency = 10 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 14,643 cuft
Inflow hyd. No. = 4 - UG Det 1 Section type = Triangular
Reach length = 240.0 ft Channel slope = 10.0 %
Manning's n = 0.200 Bottom width = 0.0 ft
Side slope = 3.0:1 Max. depth = 0.0 ft
Rating curve x = 1.031 Rating curve m = 1.333
Ave. velocity = 1.38 ft/s Routing coeff. = 0.3748
Modified Att-Kin routing method used.
UG Det 1 Outfall
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — -. _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 4
34
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
'iyd. No. 6
Confluence
Hydrograph type = Combine Peak discharge = 3.222 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 22,987 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 1.600 ac
Confluence
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
4.00 - 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 !r 741141111
.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 3 Hyd No. 5 Time(min)
35
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
`iyd. No. 7
Prop to Piney Mtn Rd
Hydrograph type = Reach Peak discharge = 2.872 cfs
Storm frequency = 10 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 22,981 cuft
Inflow hyd. No. = 6 - Confluence Section type = Triangular
Reach length = 165.0 ft Channel slope = 2.4 %
Manning's n = 0.200 Bottom width = 0.0 ft
Side slope = 2.0:1 Max. depth = 0.0 ft
Rating curve x = 0.580 Rating curve m = 1.333
Ave. velocity = 0.89 ft/s Routing coeff. = 0.3552
Modified Att-Kin routing method used.
Prop to Piney Mtn Rd
Q (cfs) Hyd. No 7 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 �. - ., . - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
_$ Hyd No. 7 Hyd No. 6
36
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
'-lyd. No. 10
``'Ex DA B to 606
Hydrograph type = SCS Runoff Peak discharge = 1.053 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 3,508 cuft
Drainage area = 0.580 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.10 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.320 x 55)+(0.210 x 61)+(0.050 x 98)]/0.580
Ex DA B to 606
Q (cfs) Hyd. No. 10-- 10 Year Q (cfs)
2.00 2.00
err►
1.00 . 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
`"".- Hyd No. 10 Time(min)
37
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
'iyd. No. 11
A 3a+b
Hydrograph type = SCS Runoff Peak discharge = 2.931 cfs
Storm frequency = 10 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 11,410 cuft
Drainage area = 1.320 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.20 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.330 x 55)+(0.630 x 61)+(0.360 x 98)]/1.320
DA 3a+b
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
*New Hyd No. 11 Time(min)
38
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
'lyd. No. 12
UG Det 2
Hydrograph type = Reservoir Peak discharge = 0.322 cfs
Storm frequency = 10 yrs Time to peak = 797 min
Time interval = 1 min Hyd. volume = 11,406 cuft
Inflow hyd. No. = 11 - DA 3a+b Max. Elevation = 497.55 ft
Reservoir name = UG Detention 2 Max. Storage = 5,772 cuft
Storage Indication method used.
UG Det 2
Q (cfs) Q (cfs)
Hyd. No. 12 -- 10 Year
3.00 3.00
.. i
2.00 2.00
1.00 1.00
0.00 ,r 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 12 Hyd No. 1 1 1 1 1 1 1 1 C Total storage used = 5,772 cuft
39
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
4yd. No. 13
" A 3c
Hydrograph type = SCS Runoff Peak discharge = 0.575 cfs
Storm frequency = 10 yrs Time to peak = 738 min
Time interval = 1 min Hyd. volume = 2,855 cuft
Drainage area = 0.340 ac Curve number = 69*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 39.50 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.080 x 55)+(0.170 x 61)+(0.090 x 98)]10.340
DA 3c
Q (cfs) Hyd. No. 13-- 10 Year Q (cfs)
1.00 1.00
0.90 0.90
X0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time(min)
40
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk, Inc.v8 Tuesday,Jun 25,2013
No. 14
drop to 606
Hydrograph type = Combine Peak discharge = 0.759 cfs
Storm frequency = 10 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 14,260 cuft
Inflow hyds. = 12, 13 Contrib. drain. area = 0.340 ac
Prop to 606
Q (cfs) Q (cfs)
Hyd. No. 14-- 10 Year
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
`Now Time(min)
Hyd No. 14 Hyd No. 12 Hyd No. 13
41
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Tuesday,Jun 25,2013
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 49.0200 10.5000 0.8200
3 0.0000 0.0000 0.0000 ---
5 55.7100 11.5000 0.8000
10 46.9500 9.5000 0.7300
25 40.1100 7.7500 0.6600
50 35.6800 6.5000 0.6100
100 31.0900 5.0000 0.5500
File name:Albemarle.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.18 4.12 3.44 2.97 2.63 2.36 2.14 1.97 1.82 1.70 1.59 1.50
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 5.91 4.79 4.05 3.53 3.13 2.83 2.58 2.38 2.21 2.06 1.94 1.83
10 6.67 5.37 4.55 3.97 3.54 3.21 2.94 2.72 2.54 2.38 2.24 2.12
25 7.48 6.01 5.10 4.47 4.01 3.65 3.36 3.13 2.93 2.76 2.61 2.48
50 8.04 6.45 5.49 4.83 4.35 3.98 3.68 3.43 3.22 3.05 2.89 2.76
100 8.76 7.01 5.98 5.29 4.79 4.40 4.09 3.83 3.62 3.43 3.27 3.13
Tc=time in minutes.Values may exceed 60.
Precip.file name:Z:\Civil\Library\Civil Software Data\Hydraflow\2008 IDF&PCP Files\Albemarle Zone 2.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.00 3.63 0.00 4.63 5.48 6.72 7.79 8.96
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
Huff-4th 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 42
File: 2167 Ditch.xlsx OPEN CHANNEL FLOW CALCULATIONS Printed: 7/1/2013
Ditch#1 - Minimum Slope
T�=5min A=0.16 ac C =0.90 12 =5.18 in/hr 110=6.67 in/hr
Project Name: New Hope Church
Project# : 2167
2 Year 10 Year
Discharge Q= 0.75 cfs 0.96 cfs
Slope S= 6.80
Lining Type = 2 Kentucky bluegrass
Permissible V= 4 fps (Table 5-14)
Channel Type = 1 V ditch
Left side slope = 2 : 1
Right side slope = 2 : 1
2 Year 10 Year
Depth d = 0.49 ft 0.64 ft
Area A= 0.48 sf 0.82 sf
Hydraulic radius R = 0.22 ft 0.29 ft
V x R = 0.88 1.14
Manning's n = 0.089 Class C 0.140 Class B (Plate 5-29)
Manning's Equation = 0.76 cfs 1.21 fps
Manning's Equation = 1.59 fps 0.99 cfs
(OK. Less than permissible 4 fps) (OK. Greater than actual 0.96 cfs)
Source: Virginia Erosion and Sediment Control Handbook, Chapter 5.
43
File: 2167 Ditch.xlsx OPEN CHANNEL FLOW CALCULATIONS Printed: 7/1/2013
Ditch#1 - Maximum Slope
Tc =5min A=0.16 ac C=0.90 12=5.18 in/hr Iio= 6.67in/hr
Project Name: New Hope Church
Project# : 2167
2 Year 10 Year
Discharge Q = 0.75 cfs 0.96 cfs
Slope S = 12.00 %
Lining Type= 2 Kentucky bluegrass
Permissible V= 3 fps (Table 5-14)
Channel Type = 1 V ditch
Left side slope = 2 : 1
Right side slope = 2 : 1
2 Year 10 Year
Depth d = 0.48 ft 0.62 ft
Area A= 0.46 sf 0.77 sf
Hydraulic radius R = 0.21 ft 0.28 ft
VxR = 0.64 0.83
Manning's n = 0.109 Class C 0.175 Class B (Plate 5-29)
Manning's Equation = 0.78 cfs 1.26 fps
Manning's Equation = 1.69 fps 0.97 cfs
(OK. Less than permissible 3 fps) (OK. Greater than actual 0.96 cfs)
Source: Virginia Erosion and Sediment Control Handbook, Chapter 5.
44
File: 2167 Ditch.xlsx OPEN CHANNEL FLOW CALCULATIONS Printed: 7/1/2013
Ditch#1 -at Structure#3
T, =28min A= 1.14 ac C=0.43 12 = 2.46 in/hr 110 =3.33 in/hr
Project Name: New Hope Church
Now-
Project# : 2167
2 Year 10 Year
Discharge Q = 1.21 cfs 1.63 cfs
SlopeS = 6.10 %
Lining Type= 2 Kentucky bluegrass
Permissible V= 4 fps (Table 5-14)
Channel Type = 1 V ditch
Left side slope = 2 : 1
Right side slope = 2 : 1
2 Year 10 Year
Depth d = 0.58 ft 0.76 ft
Area A= 0.67 sf 1.16 sf
Hydraulic radius R = 0.26 ft 0.34 ft
VxR = 1.04 1.36
Manning's n = 0.080 Class C 0.125 Class B (Plate 5-29)
Manning's Equation = 1.26 cfs 1.43 fps
i`"'` Manning's Equation = 1.88 fps 1.66 cfs
(OK. Less than permissible 4 fps) (OK. Greater than actual 1.63 cfs)
Source: Virginia Erosion and Sediment Control Handbook, Chapter 5.
45
File:2167 Ditch.xlsx OPEN CHANNEL FLOW CALCULATIONS Printed: 7/1/2013
Ditch#2
= 25min A=0.55 ac C =0.20 12=2.63 in/hr 1,0 = 3.54in/hr
Project Name: New Hope Church
Project# : 2167
2 Year 10 Year
Discharge Q= 0.29 cfs 0.39 cfs
Slope S = 1.00 %
Lining Type = 2 Kentucky bluegrass
Permissible V= 5 fps (Table 5-14)
Channel Type= 1 V ditch
Left side slope = 2 : 1
Right side slope = 2 : 1
2 Year 10 Year
Depth d = 0.47 ft 0.62 ft
Area A= 0.44 sf 0.77 sf
Hydraulic radius R = 0.21 ft 0.28 ft
VxR = 1.05 1.39
Manning's n = 0.079 Class C 0.123 Class B (Plate 5-29)
Manning's Equation = 0.29 cfs 0.51 fps
411*` Manning's Equation = 0.67 fps 0.39 cfs
(OK. Less than permissible 5 fps) (OK. Greater than actual 0.39 cfs)
Source:Virginia Erosion and Sediment Control Handbook, Chapter 5.
`"ww
46
File: 2167 Ditch.xlsx OPEN CHANNEL FLOW CALCULATIONS Printed: 7/1/2013
Ditch#3-from UG Detention - Minimum Slope
See Hydrograph#4 2-year and 10-year
Project Name: New Hope Church
Project# : 2167
2 Year 10 Year
Discharge Q= 0.34 cfs 3.35 cfs
Slope S= 2.50
Lining Type = 2 Kentucky bluegrass
Permissible V= 5 fps (Table 5-14)
Channel Type = 1 V ditch
Left side slope = 2 : 1
Right side slope = 2 : 1
2 Year 10 Year
Depth d = 0.43 ft 1.04 ft
Area A= 0.37 sf 2.16 sf
Hydraulic radius R = 0.19 ft 0.47 ft
V x R = 0.96 2.33
Manning's n = 0.084 Class C 0.089 Class B (Plate 5-29)
Manning's Equation = 0.35 cfs 1.58 fps
"``"'' Manning's Equation = 0.94 fps 3.42 cfs
(OK. Less than permissible 5 fps) (OK. Greater than actual 3.35 cfs)
Source: Virginia Erosion and Sediment Control Handbook, Chapter 5.
Now
47
File: 2167 Ditch.xlsx OPEN CHANNEL FLOW CALCULATIONS Printed: 7/1/2013
Ditch#3-from UG Detention - Maximum Slope
See Hydrograph#4 2-year and 10-year
Project Name: New Hope Church
gyp.+ Project# : 2167
2 Year 10 Year
Discharge Q = 0.34 cfs 3.35 cfs
Slope S= 13.10 %
Lining Type = 2 Kentucky bluegrass
Permissible V= 3 fps (Table 5-14)
Channel Type = 1 V ditch
Left side slope= 3 : 1
Right side slope = 3 : 1
2 Year 10 Year
Depth d = 0.33 ft 0.77 ft
Area A= 0.33 sf 1.78 sf
Hydraulic radius R = 0.16 ft 0.37 ft
V x R = 0.47 1.10
Manning's n = 0.136 Class C 0.144 Class B (Plate 5-29)
Manning's Equation = 0.38 cfs 1.91 fps
Manning's Equation = 1.15 fps 3.40 cfs
(OK. Less than permissible 3 fps) (OK. Greater than actual 3.35 cfs)
Source: Virginia Erosion and Sediment Control Handbook, Chapter 5.
`fir
48
File: 2167 Bio Retention.xls Printed: 7/1/2013
BIO-RETENTION BASIN SIZING
�... BIO-RETENTION BASIN (Virginia SWM Handbook Figure 3.11-2)
Design Criteria: Drainage area= 0.78 ac
Imperv. Area = 0.70 ac
% Impervious= 90%
Bio Basin Area= 5.0%
Plants per 1,000 sf = 10 (based on basin size)
Shrub to Tree ratio = 3
Calculations: Basin Size:
Required Size = 1525 sf
Actual Width (W) = 35.0
Actual Length (L) = 45.0
Actual Size = 1575 sf
Plants:
Number of Plants= 16
Number of Shrubs= 12
Number of Trees = 4
Noir-
49
File: 2167 Sediment Trap.xls Printed: 7/1/2013
NEW HOPE CHURCH
SEDIMENT TRAP CALCULATIONS
SEDIMENT TRAP ST-1
Requirements: Drainage area= 0.83 ac.
Wet storage = 67 cy per acre = 1,501 cf
Dry storage = 67 cy per acre = 1,501 cf
Calculated Size: Wet Dry
Width (W) = 30 34
Length (L) = 70 74
Depth (D) = 1.0 1.0
Area (A) = 2,100 2,516
Wet Volume = 0.85xWxLxD = 1,785 cf
Dry Volume = D(A(w)+A(d))/2 = 2,308 cf
Length of Stone Filter: D.A.x 6' = 6 ft.
50
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2l OZ 'l XIrf Pa' 6^^P'L9I al!_d
Count y of Albemarle
Virginia
Engineering Manual
For
New Hope Church
VRRIVI Worksheet Addendum to the
Erosion Control & Drainage Calculations
First Submittal: August 29, 2014
, ALTH of L
O�
DMOND H.
U BLACKWELL
ic. X0.023$31 ,x
Nsf--
SIGNAL
Blackwell Engineering PLC
566 East Market Street
51'6 s , 2
Ph.Harri(540)432-9555 onburg Fax VA(540)434-7602801 4
Blackwellengineering.com
BE# 2167
Virginia Runoff Reduction Method New Development Worksheet-v2.8 -June 2014
To be used w/DRAFT 2013 BMP Standards and Specifications
binge Site Data
Project Name: New Hope Church WPO 2014 00063
Date: August 28,2014
idata input cells
calculation cells
constant values
1. Post-Development Project& Land Cover Information
Constants _
Annual Rainfall(inches) 43 -
Target Rainfall Event(inches) 1.00
Phosphorus EMC(mg/L) 0.26 Nitrogen EMC(mg/L) 1.86
Target Phosphorus Target Load(lb/acre/yr) 0.41
Pj 0.90
Land Cover (acres)
A soils B Soils C Soils I D Soils Totals
Forest/Open Space(acres)--undisturbed,
protected forest/open space or reforested land 0:00 0.00 0.00 0.00 0.00
Managed Turf(acres)--disturbed,graded for
yards or other turf to be mowed/managed 0.00 1.77 0.00 0.00 1.77
Impervious Cover(acres) 0.00 1.01 0.00 0`.00 1,01
Total 2.78
Rv Coefficients
A soils B Soils C Soils D Soils
Forest/Open Space 0.02 0.03 0.04 0.05
Managed Turf 0.15 0.20 0.22 0.25
or Impervious Cover 0.95 0.95 0.95 0.95
Land Cover Summary
Forest/Open Space Cover(acres) 0.00
Weighted Rv(forest) 0.00
%Forest 0%
Managed Turf Cover(acres) 1.77 _
Weighted Rv(turf) _ 0.20
%Managed Turf 64%
Impervious Cover(acres) 1.01
Rv(impervious) 0.95
%Impervious 36%
Total Site Area(acres) 2.78
Site Rv 0.47
Post-Development Treatment Volume(acre-ft) 0.11
Post-Development Treatment Volume(cubic
feet) 4,768
Post_Development Load(TP)(Ib/yr) 3.00 Post Development Load(TN)(Ib/yr) 21.43
Total Load(TP)Reduction Required(Ib/yr) 1.86
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Target Rainfall Event(in) 3.00. 3.63 ,5.48
Drainage Area A
Drainage Area(acres) 0.78
Runoff Reduction Volume(cf) 2,144
Drainage Area B
Drainage Area(acres) 0.95
Runoff Reduction Volume(cf) 535
Drainage Area C
Drainage Area(acres) 0.00
Runoff Reduction Volume(cf) - 0
Drainage Area D
Drainage Area(acres) 0.00
Runoff Reduction Volume(cf) 0 _
Drainage Area E
Drainage Area(acres) 0.00
Runoff Reduction Volume(of) 0
Based on the use of Runoff Reduction practices in the selected drainage areas,the spreadsheet calculates an adjusted RVoe.eioped and adjusted Curve Number.
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Drainage Area A A soils B Soils C Soils D Soils
Forest/Open Space--undisturbed,protected forest/open _ Area(acres) - 0.00 0.00 0.00 0.00
space or reforested land CN 30 55 70 77 _
Managed Turf--disturbed,graded for yards or other turf to be Area(acres) 0.00 0.05 0.00 0.00
mowed/managed CN 39 61 _ 74 _ 80
Area(acres) 0.00 0.73 0.00 0.00
Impervious Cover CN 98 98 98 98
!Weighted CN S
L 96 1 0.42
1-year storm 2-year storm 10-year storm
RVo,,eippea(in)with no Runoff Reduction 2.55 -3.17 5.01
RVoe„elppea(in)with Runoff Reduction °1.79 2.42 _ 4.25
Adjusted CN 88 88 - 89
Drainage Area B A soils B Soils C Soils D Soils
Forest/Open Space--undisturbed,protected forest/open Area(acres) 0.00_ 0.00 0.00 0.00
space or reforested land UN 30 55 70 77
Managed Turf--disturbed,graded for yards or other turf to be Area(acres) 0.00 0.22 0.00 0.00
mowed/managed CN 39 61 0.73 0.00 0.00_ 74 80
Impervious Cover Area(acres) 0.00
CN 98 98 98 98
Weighted CN S
89 1.24
1-year storm 2-year storm 10-year storm
RVoe.eipped(in)with no Runoff Reduction 1.90 :2.48 4.23
RVDemmpea(in)with Runoff Reduction 1.74 2.32 4.08
N.#00° Adjusted CN 87 87` 87
Drainage Area C A soils B Soils C Soils D Soils
ForesVOpen Space--undisturbed,protected forest/open Area(acres) 0.00 0.00 0.00 0.00
space or reforested land CN 30 55 70 77
Managed Turf-disturbed,graded for yards or other turf to be Area(acres) 0.00 0.00 0.00 0.00
mowed/managed CN 39 61 74 80
Area(acres) 0.00 0.00. 0.00 0.00
Impervious Cover CN 98 98 98 _ 98
Weighted CN S
O I 1000.00
1-year storm 2-year storm 10-year storm
RVD„eippea(in)with no Runoff Reduction 0.00 0.00 0.00
RVDeveippea(in)with Runoff Reduction 0.00 0.00 0.00
Adjusted CN #N/A #N/A #N/A
Drainage Area D A soils B Soils C Soils D Soils
Forest/Open Space--undisturbed,protected forest/open Area(acres) 0.00 0.00 0.00 0.00
mace or reforested land CN 30 _ 55 70 77
Managed Turf disturbed,graded for yards or other turf to be Area(acres) 0.00 0.00 0.00 0.00
mowed/managed CN 39 61 74 80
Area(acres) 0.00 0.00 0.00 0.00
Impervious Cover CN 98 98 98 98
Weighted CN S
O 1000.00
1-year storm 2-year storm 10-year storm
RVc u,,ea(in)with no Runoff Reduction 0.00 0.00 0.00
RVDeveippea(in)with Runoff Reduction 0.00 0.00 0.00
Adjusted CN #N/A #N/A #N/A
Drainage Area E _A soils B Soils C Soils D Soils
Forest/Open Space--undisturbed,protected forest/open Area(acres) _ 0.00 0.00 0.00- 0.00
space or reforested land CN 30 55 70 77
Managed Turf disturbed,graded for yards or other turf to be Area(acres) 0.00 0.00 0.00 0.00
mowed/managed CN 39 61 74 80
Area acres) 0.00 0.00 0.00 0.00
Impervious Cover N 98 98 98 _ 98
Weighted CN S
O 1000.00
1-year storm 2-year storm 10-year storm
RVDevempea(in)with no Runoff Reduction 0.00 0.00 0.00
RVDe.empea(in)with Runoff Reduction 0.00 0.00 0.00
Adjusted CN #WA #N/A #NIA
•
Virginia Runoff Reduction Method Worksheet
Virginia Runoff Reduction Method New Development Worksheet-v2.8-June 2014
Site Data Summary
Niro' Total Rainfall=43 inches
Site Land Cover Summary
A Soils B Soils C Soils D Soils Total %of Total
Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00
Turf(acres) 0.00 1.77 0.00 0.00 1.77 63.67
Impervious(acres) 0.00 1.01 0.00 0.00 1.01 36.33
2.78 100.00
Site Rv 0.47
Post Development Treatment Volume(ft3) 4768
Post Development TP Load(Ib/yr) 3.00
Post Development TN Load(Ib/yr) 21.43
Total TP Load Reduction Required(lb/yr) 1.86
Total Runoff Volume Reduction(ft3) 2679
Total TP Load Reduction Achieved(Ib/yr) 2
Total TN Load Reduction Achieved(Ib/yr) 23.48
Adjusted Post Development TP Load(Ib/yr) 0.97
Remaining Phosphorous Load Reduction(Lb/yr)Required 0.00
Drainage Area Summary
D.A.A D.A.B D.A.C D.A.D D.A.E Total
Forest(acres) 0.00 0.00 0.00 0.00, 0.00 0.00
Turf(acres) 0.05 0.22 0.00 0.00 0.00 0.27
Impervious(acres) 0.73 0.73_ 0.00 0.00 0.00 1.46
1.73
Drainage Area Compliance Summary
D.A.A D.A.B D.A.C D.A.D D.A.E Total
TP Load Red.(Ib/yr) 1.49 0.54 0.00 0.00 0.00 2.03
TN Load Red.(Ib/yr) 11.47 12.02 0.00 0.00 0.00 23.48
*law
Summary Print
Virginia Runoff Reduction Method Worksheet
Drainage Area A Summary
Land Cover Summary
A Soils B Soils C Soils D Soils Total %of Total
Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00
Turf(acres) 0.00 0.05 0.00 0.00 0.05 6.41
Impervious(acres) 0.00 0.73 0.00 0.00 0.73 93.59
0.78
BMP Selections
Practice 'Credit Area(acres) Downstream
Practice
Total Impervious Cover Treated(acres) 0.73
Total Turf Area Treated(acres) 0.05
Total TP Load Reduction Achieved in D.A.A(Ib/yr) 1.49
Total TN Load Reduction Achieved in D.A.A(Ib/yr) 11.47
�iY1W"
Summary Print
Virginia Runoff Reduction Method Worksheet
Drainage Area B Summary
Land Cover Summary
ASoils BSoils CSoils DSoils Total %of Total
Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00
Turf(acres) 0.00 0.22 0.00 0.00 0.22 23.16
Impervious(acres) 0.00_ 0.73 0.00 0.00 0.73 76.84
0.95
BMP Selections
Practice Credit Area(acres) Downstream
Practice
Total Impervious Cover Treated(acres) 0.73
Total Turf Area Treated(acres) 0.22,
Total TP Load Reduction Achieved in D.A.A(Ib/yr) 0.54
Total TN Load Reduction Achieved in D.A.A(Ib/yr) 12.02
Summary Print