HomeMy WebLinkAboutSDP200600020 Calculations 2006-02-27Storm Water Management Narrative
Woodbrook Station
Albemarle County, Virginia
February 27 2006
REVISED May 30 2006)
McKEECARSON
CONSULTING ENGINEERS LANDSCAPE ARCHITECTS PLANNERS
301 EAST HIGH STREET • CHARLOTTESVILLE, VIRGINIA 2-
434.979.7522 tel 431.977.1194 fax
www.mckeecarso,n.com
TABLE OF CONTENTS
Introduction
Project Description
Methodology & Assumptions
Summary of Stormwater Quality Calculations
Summary of Quantity Calculations
Conclusion
Quality Treatment Calculations
Quantity Control Analysis
Routing Output of BasinFlow Software
Pipe Sizing
Drainage Maps
INTRODUCTION
The stormwater facilities proposed at Woodbrook Station with provide both quality
treatment and quantity control. Treatment of stormwater will, primarily, be provided
by two Filterra precast units. Three rain gardens have also been provided to treat runoff
from small watersheds that do not require greater sized BMPs. Peak runoff rates will be
limited by a detention facility located underneath the parking lot. The proposed
detention facility is an ACF RainTank system that is designed to limit the 2, 10, and 100
year runoff rates.
PROJECT DESCRIPTION
The Woodbrook Station site is one of the few undeveloped properties remaining in the
Route 29 corridor. The site is approximately 1.21 acres. It is located on Berkmar Dr.
west of the Rio Hills shopping center and across Berkmar Dr. from Angur -Hurt
Elementary School. Currently, the majority of the site drains downhill towards the Rio
Hills Shopping Center where it is collected into the storm system by a Drop inlet. The
rest of the site provides runoff to the south and southeast properties. The property to
the south of the project site is a residential community consisting modular homes. The
proposed development will be one residential building with 8 two- bedroom apartments
and one 4,500ft commercial building. All proposed stormwater facilities will drain into
the existing storm sewer network located on the Rio Hills Shopping Center property to
the east of the site. After development, runoff will leave the site to the south in the form
of sheet flow but at a smaller rate. For further information, please see drainage maps at
the end of this narrative.
Design plans from the 1980's for the Rio Hills Shopping Center show that a manhole
had been proposed on the Woodbrook Station site. No as -built plans could be pulled
from the county files to confirm or deny the existence of this manhole. The manhole
could not be located when a survey had been performed, nor was it discovered during
any of the site visits performed by McKee Carson. During construction, this manhole
will be located and modified to meet proposed grade.
One third of the existing land is covered by high grasses that are poorly maintained.
The rest of the site is covered by scrub woods. The majority of the trees will have to be
removed except for three red oaks and those existing trees stabilizing the critical 2:1
slope.
METHODOLOGY & ASSUMPTIONS
As noted above, water quality and water quantity detention functions will be performed
for this project.
It will be assumed that all outlet structures for stormwater facilities will be maintained
adequately so that their performance is not hindered by a build up of sediment or litter.
All runoff discharges will be calculated using the Modified Rational Method.
All culverts and pipes will be analyzed using Mannings equations. All pipes, no matter
the material will have a roughness coefficient of 0.013.
Routing through all quantity control facilities will be performed using the BasinFlow
program.
STORMWATER QUANTITY AND QUALITY CALCULATIONS
WATER QUALITY
Back half of Commercial Bull
The northern most portion of the property drains off the property to the north and to the
east to be collected into an existing drop inlet (Post - Development Drainage areas 4 and
5). The size of this watershed is merely 0.09 but, due to its high percentage of
impervious area, requires a BMP with a removal rate of 63% (please refer to BMP
spreadsheets located in a section to follow this text). In the first submittal, a biofilter was
proposed to intercept the majority of the runoff from this drainage area and treat it
before it exited the site. Due to the lack of available space, this biofilter was removed
and replaced with two rain gardens, each placed at the bottom of a downspout from the
commercial roof.
Back half of Residential BuildinL (draining to South
Sirri larly, the southern most portion of the property drains to the south(Post-
Development Drainage area 3). The size of this watershed is 0.18 acre. The removal rate
this area requires is 32 %. In the first submittal, a biofilter was proposed to intercept the
majority of the runoff from this drainage area and treat it before it exited the site. Due to
the lack of available space, this biofilter was removed and replaced with a rain garden
that will span almost the entire length of the southern property line. All water from the
rear of the residential building with be intercepted by this rain garden before it leaves
the site in the form of sheet flow.
Central Site (Inlets 1 and
The rest of the site has been designed to drain towards the parking lot where it is
collected by two curb inlets. Downspouts on the parking lot and Berkmar Dr. sides of
both the residential and cormmercial buildings will be hardpiped and directed to an
outfall into the parking lot. The removal rate computed for this watershed comes to
73 %. All runoff for the central area of the site will be treated by directing flow into two
filterras before reaching the curb inlets.
When appropriately sized, filterras are given the removal rate of 74 In the concrete
flumes before reaching inlets 1 and 2, a 6'x6' (FT1) and 6'x8' (FT2) have been proposed,
respectively. The drainage area to FTI is approximately 0.234 acres. The design manual
provided by Filterra states that a 6'x6' unit can treat a watershed as large as 0.25 acres.
The design manual also states that a 6'x8' unit can treat watershed as large as 0.33 acres.
The drainage area to FT2 is 0.350 acres. It should be noted that this is an acceptable size
of the watershed because 10% of the drainage area is grassed. And, the runoff load and
rate produced by the grassed area of the watershed will only contribute a small fraction
of a paved zone of the same area. The equivalent drainage area to FT2 is 0.324
equivalent area = impervious area + (1/3) *grassed area).
DETENTION CALCULATIONS
Pre - Development Rates
The predevelopment runoff rates were calculated using the assumption that the entire
site had a runoff coefficient of 0.3. In the existing condition, the site drained in three
directions, as observed in sheet 5 (Erosion and Sediment Control Plan) of the submitted
set.
The largest drainage area in the pre - development condition, about 0.52 acres, exists on
the north end. This area drains into an existing DI -7 drop inlet(inlet A) 50ft east of the
property boundary. The peak pre - development runoff rates into this inlet are 0.630cfs,
0.822cfs, and 1.074 cfs for the 2, 10, and 100 year storms, respectively. The stormwater
that enters existing drain inlet A then flows into existing structure C where it then runs
east toward Route 29.
The second drainage area flows into existing curb inlet B. The contributing drainage
area on site that flows into this inlet is close to 0.216 acres. The resulting pre -
development peak runoff rates for the 2, 10, and 100 year storms are 0.336cfs, 0.432cfs,
and 0.568cfs, respectively.
The last drainage area is at the south end of the site and drains into the adjacent
property. The 2, 10, and 100 year flows for this 0.378 acre drainage area are 0.587cfs,
0.756cfs, and 0.993cfs, respectively.
Quantity Control
As mentioned in the Quality Treatment section of this narrative, runoff on the south end
of the property will be directed into a rain garden (RG -3) and then will sheet flow off the
property. This section of the site is 0. 18 acre with a runoff coefficient of 0.65 which
yields peak runoff rates of 0.43cfs, 0.55cfs, and 0.72cfs for the 2, 10, and 100 year storms.
This will be the only runoff that will leave the site in this direction. No detention is
therefore required because pre - development runoff rates (0.587efs, 0.756cfs, and
0.993cfs) are higher than the post- development(0.43cfs, 0.55cfs, and 0.72cfs).
The rest of the site will need to be limited to meet the pre - development rates that flowed
into existing inlet A (0.630cfs, 0.822cfs, and 1.074cfs). Detention will be provided using
the raintank system.
The post - development drainage area for that leaves the site to the north and northeast
will be undetained at a rate of 0.30cfs, 0.39cfs, and 0.51cfs for the 2, 10, and 100 year
storms (Post Development Drainage areas 4 and 5).
The remaining area of the site (0.584acre) will be limited by the raintank system. Post -
development runoff rates of 2.60cfs, 3.34cfs, and 4.39cfs for the 2, 10, and 100 year
storms will need to be limited to the difference between the pre - development flow
entering inlet A and the undetained flow leaving the site to the north. The outlet to the
raintank, as observed on the utility details sheet, limits the post development runoff
rates during the critical storm to 0.348cfs, 0.468cfs, and 0.759cfs (Please refer to Basin
Flow Routing Output).
By summing the post - development runoff rates for the undetained northern watershed
and the raintank outfall, the resulting flows for the 2, 10, and 100 year storm come to be
0.648cfs, 0.858cfs, and 1.269cfs. When these results are compared to the flows entering
existing inlet A in the pre - development condition (0.630efs, 0.822cfs, and 1.074efs), it can
be concluded that adequate detention has been provided and the site will meet
requirements for limiting peak runoff rates.
CONCLUSION
The proposed facilities meet the state requirements for both water quality and quantity
control. Quality treatment is provided through the use of 3 small rain gardens and 2
filterra units. Quantity control is provided the use of a 6400ft" raintank system.
Woodbrook Station
BMP Calculations
Short Version BMP Computations For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan: Woodbrook Station
Preparer: Phil Custer
Water Resources Area
Date: 27- May -06
Development Area
Project Drainage Area Designation Rear of Commercial Building
L storm pollutant export in pounds, L = [P(Pj)Rv /12 ] [ C(A)2.72 ]
Rv mean runoff coefficient. Rv = 0.05 + 0.009(1)
Pj small storm correction factor, 0 9
1 percent imperviousness
P annual precipitation, 43" in Albemarle
A project area in acres in subject drainage area, A = 0.09
C pollutant concentration, mg /I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy t)=5_" Aver imperv. area = A(M3560(0.5/12)/27
RR required removal , L(post) - f x Qpre)
RR removal efficiency, RR100 /L(post)
Impervious Cover Computation (values in feet & square feet)
Item
pre - development Area post - development
Roads Length Width subtotal I Pnnth Width
0
0
0
0
Length Width no
0 0
subtotal
0 0
0 0
0 0
0
subtotal
1 417
0 0
0
f
0 0 0
Area 2 Area 3 Area 4
0 0 0
0 0
Area 1
0 0 0
0 0.00 0 0.00
0 0 0
Driveways Length Width no.subtotal
and walks 0 0 0 0.00
0
0 0 0 0
Area
0 0 0 0
Parking Lots Area 1 Area 2 Area 3 Area 4
0.00 0 0 0
Gravel areas Area 1 Area 2 subtotal
0.12
0.00 0 0 x0.70=
Structures Area no.subtotal
0.17
0.00 1 0
0.40 1 00 1%
0 0 0
0.19 0.17 91%
0 0 0
Actively - grazed pasture &Area
yards and cultivated turf 0 x 0.08 =
Active crop land Area
0 x 0.25 =
Other Impervious Areas Area 1 Area 2 Area 3
0 0 0
Width
0
0
0
0
Length Width no
0 0
subtotal
0 0
0 0
0 0
0
subtotal
1 417
0 0
0
f
0
Area 1 Area 2 Area 3 Area 4
0 0 0 0
Area 1 Area 2 subtotal
20%
0 0.00 0 0.00 x 0.70 =
022
Area no.subtotal
0.35
1869 1 1869
0.63 3.7 100.6267
1 0
0 0 0 0
0.40
Area
impervious
0 1613 x 0.08 =
C f I (pre) *
Area
L(pre)
0 0 x 0.25 =
Area Type
0.70 1.00
Area 1 Area 2 Area 3
0
Impervious Cover
f 1 (pre) *Rv(pre)L(pre)
0%
RR RR Area Type
0.70 0.90 20%
I(pre)
0.12
Rv(post) V
022 67%Development Area
0.35 0.85 0%
0.63 3.7 100.6267
0.17 016 93%Drinking Water Watersheds
0.40
New Development (For Development Areas, existing impervious cover <= 20 %)
0.02
C f I (pre) *Rv(pre)L(pre)L(post)RR % RR Area Type
0.70 1.00 20%0.23 0.12 033 0.21 63%Development Area
0.35 1.00 0%0.05 0.01 0.17 0.15 92%Drinking Water Watersheds
0.40 1 00 1%0.06 0.02 0.19 0.17 91%Other Rural Land
min. values
Redevelopment (For Development Areas, existing impervious cover > 20 %)
Area
0
417
0
0
1869
129
0
0
64%
I(post)
C f 1 (pre) *Rv(pre)L(pre)L(post)RR RR Area Type
0.70 0.90 20%0.23 0.12 0.33 022 67%Development Area
0.35 0.85 0%005 0.01 0.17 016 93%Drinking Water Watersheds
0.40 0.85 1 %0.06 0.02 0.19 0.17 92%Other Rural Land
Short Version BMP Computations For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan: Woodbrook Station Water Resources Area
Preparer: Phil Custer Date: 30- May -06
Project Drainage Area Designation Rear of Residential Building
L storm pollutant export in pounds, L = [P(Pj)Rv /12 ] [ C(A)2.72 j
Rv mean runoff coefficient, Rv = 0.05 + 0.009(1)
Pj small storm correction factor, 0.9
1 percent imperviousness
P annual precipitation, 43" In Albemarle
A project area in acres in subject drainage area, A = 0.18
C pollutant concentration, mg /I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0,5" over imperv. area = A(1)435$0(0.5/12)127
RR required removal , L(post) - f x L(pre)
RR removal efficiency, RR100 /L(post)
Impervious Cover Computation (values in feet & square feet)
Item
pre - development Area post - development
Roads Length Width subtotal Len th
Rv(post) V
9
Development Area
Width
0
0
0
0
Length Width no.
0 0
subtotal
0 0
0 0
0 0
0
subtotal
1 172
0 0
0
3.9
0 0 0
Area 2 Area 3 Area 4
0 0 0
0 0
Area 1
0 0 0
0 0.00 0 0.00
0 0 0
Driveways Length Width no subtotal
and walks 0 0 0 0.00
0
0 0 0 0
Area
0 0 0 0
Parking Lots Area 1 Area 2 Area 3 Area 4
0.00 0 0 0
Gravel areas Area 1 Area 2 subtotal
0
0.00 0 0 x070=
Structures Area no.subtotal
0.00 1 0
0 0 0
0 0 0
Actively - grazed pasture &Area
yards and cultivated turf 0 x 0.08 =
Active crop land Area
0 x 0.25 =
Other Impervious Areas Area 1 Area 2 Area 3
0 0 0
Impervious Cover
Rv(post) V
9
Development Area
Width
0
0
0
0
Length Width no.
0 0
subtotal
0 0
0 0
0 0
0
subtotal
1 172
0 0
0
3.9
0
Area 1 Area 2 Area 3 Area 4
0 0 0 0
Area 1 Area 2 subtotal
20%
0 0.00 0 0.00 x 0.70 =
Rv(pre)
Area no.subtotal
RR % RR
1871 1 1871
1.00 20%
1 0
0 0 0 0
Development Area
Area
1.00
0 5812x0.08=
0.03 019
Area
Drinking Water Watersheds
0 0 x 0.25 =
1%0.06
Area 1 Area 2 Area 3
0
Other Rural Land
0 0
0%
I(pre)
0.34 3.9 104.4983
Rv(pre)L(pre)L(post)RR RR
New Development (For Development Areas,existing impervious cover <= 20 %)
20%
C f I (pre) *Rv(pre)L(pre)L(post)RR % RR Area Type
0.70 1.00 20%0.23 0.25 0.37 0.12 32%Development Area
0.35 1.00 0%0.05 0.03 019 0.16 85%Drinking Water Watersheds
0.40 1.00 1%0.06 0.04 0.21 0.18 83%Other Rural Land
min. values
Redevelopment (For Development Areas, existing impervious cover > 20 %)
Area
0
172
0
0
1871
465
0
0
32%
I(post)
C f I (pre) *Rv(pre)L(pre)L(post)RR RR Area Type
0.70 0.90 20%023 025 0.37 0.14 39%Development Area
0.35 0.85 0%0.05 003 0.19 0.16 87%Drinking Water Watersheds
0.40 0.85 1%0.06 0.04 0.21 0.18 85%Other Rural Land
Short Version BMP Computations For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan. Woodbrook Station Water Resources Area: Development Area
Preparers Phil Custer Date: 30- May -06
Project Drainage Area Designation Central Site
L storm pollutant export in pounds, L = [P(Pj)Rv /12 ] [ C(A)2 72 ]
Rv mean runoff coefficient, Rv = 0 05 + 0.009(1)
Pj small storm correction factor, 0.9
1 percent imperviousness
P annual precipitation, 43" in Albemarle
A project area in acres in subject drainage area, A =0.58
C pollutant concentration, mg /I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, Q.6" over imperv. area = A(I)43560(0.5/12N27
RR required removal , L(post) - f x L(pre)
RR removal efficiency, RR100 /L(post)
Impervious Cover Computation (values in feet & square feet)
Item
pre - development Area post - development Area
Roads Length Width subtotal Length Width subtotal
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
Driveways Length Width no. subtotal Length Width no.subtotal
and walks 0 0 0 0.00 1 2113
0 0 0 0 0 0 0
0 0 0 0 0 0 2113
Parking Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4
0.00 0 0 0 0 16000 0 0 0 16000
Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 subtotal
0.00 0 0 x 0.70 = 0 0.00 0 0.00 x 0.70 = 0
Structures Area no. subtotal Area no.subtotal
0.00 1 0 2497 1 2497
0 0 0 2226 1 2226
0 0 0 0 0 0 0 4723
Actively- grazed pasture & Area Area
yards and cultivated turf 0 x 0.08 = 0 2343 x 0.08 =187
Active crop land Area Area
0 x0.25= 0 0 x0.25=0
Other Impervious Areas Area 1 Area 2 Area 3 Area 1 Area 2 Area 3
0 0 0 0 0 0 0
Impervious Cover 0%91%
I(pre)I(post)
Rv(post) V
0.86 35.5 959.31
New Development (For Development Areas, existing impervious cover <= 20 %)
C f I (pre) * Rv(pre) L(pre) L(post) RR RR Area Type
070 1.00 20% 0.23 0.82 3 10 2.27 73%Development Area
0.35 1.00 0% 0.05 0.09 1.55 1.46 94%Drinking Water Watersheds
0.40 1 00 1% 0.06 0.12 1.77 1.65 93%Other Rural Land
min. values
Redevelopment (For Development Areas, existing impervious cover > 20 %)
C f I (pre) " Rv(pre) L(pre) L(post) RR RR Area Type
0.70 0.90 20% 0.23 0.82 3.10 2.36 76%Development Area
035 0.85 0% 0.05 0.09 1 55 1 47 95%Drinking Water Watersheds
0.40 0.85 1 % 006 0.12 1.77 1.67 94%Other Rural Land
PROJECT: Woodbrook Station
DATE: 1/18/2006
DESIGNER: PBC
PRE - DEVELOPMENT CONDITIONS
LAND USE AREA C CA
Drains to
FT. )
Curb Inlet B Adjacent Property
Area(ft
ROOF 0.00 0.90 0
PAVEMENT 0.00 0.90 0
GRASS 52932.00 0.30 15880
BIOFILTER 0 0.20 0
GRAVEL 0.00 0.70 0
TOTAL 52932
8.76
15880
AVERAGE "C" VALUE
Existing Conditions has 3 different drainage areas
0.30
Drainage Area 1 Drainage Area 2 Drainage Area 3
Drains to Yard Inlet A Curb Inlet B Adjacent Property
Area(ft 22477 9409 16466
Runoff Coeff.0.3 0.3 0.3
Time of Conc.(min)10.28 5 5
2 -year I (in /hr)4.07 5.18 5.18
10-year I (in /hr)5.31 6.67 6.67
100 -year I (in /hr)6.94 8.76 8.76
2 -year peak(cfs)0.630 0.336 0.587
10- ear peak(cfs) 1 0.822 0.432 0.756
100 -year peak(cfs) 1 1.074 0.568 0.993
Woodbrook Station
Quantity Control Analysis
PROJECT: Woodbrook Station
DATE: 5/27/2006
DESIGNER: PBC
DRAINAGE AREA: TO EXISTING INLET A
POST - DEVELOPMENT CONDITIONS
LAND USE AREA C CA
FT!)
ROOF 1869.00 0.90 1682
PAVEMENT 417.00 0.90 375
GRASS 1613.00 0.30 484
BIOFILTER 0 0.20 0
GRAVEL 0.00 0.70 0
TOTAL t 3899 2541
AVERAGE "C VALUE = 0.65
TIME OF CONCENTRATION
5 min.
INTENSITY(in /hr)
2 -year 5.18
10 -year 6.67
100 -year 8.76
DISCHARGE(cfs)
2 -year 0.30
10 -year 0.39
100 -year 0.51
PROJECT: Woodbrook Station
DATE: 5/27/2006
DESIGNER: PBC
DRAINAGE AREA: DRAINAGE TO SOUTH
POST - DEVELOPMENT CONDITIONS
LAND USE AREA C CA
FT. w )
ROOF 1871.00 0.90 1684
PAVEMENT 172.00 0.90 155
GRASS 5812.00 0.30 1744
BIOFILTER 0 0.20 0
GRAVEL 0.00 0.70 0
TOTAL 7855 3582
AVERAGE "C" VALUE = 0.46
TIME OF CONCENTRATION
5 min.
INTENSITY(in /hr)
2 -year 5.18
10 -year 6.67
100 -year 8.76
DISCHARGE(cfs)
2 -year 0.43
10 -year 0.55
100 -year 0.72
PROJECT:
DATE:
DESIGNER:
DRAINAGE AREA
Woodbrook Station
5/27/2006
PBC
IN -1
POST - DEVELOPMENT CONDITIONS
LAND USE AREA C CA
FT. 2 )
ROOF 2448.00 0.90 2203
PAVEMENT 7056.00 0.90 6350
GRASS 681.00 0.30 204
BIOFILTER 0 0.20 0
GRAVEL 0.00 0.70 0
TOTAL 10185 8758
AVERAGE "C" VALUE
TIME OF CONCENTRATION
5 min.
INTENSITY(in /hr)
2 -year 5.18
10 -year 6.67
100 -year 8.76
m:.
DISCHARGE(cfs)
2 -year 1.04
10 -year 1.34
100 -year 1.76
PROJECT: Woodbrook Station
DATE: 5/27/2006
DESIGNER: PBC
DRAINAGE AREA: IN -2
POST - DEVELOPMENT CONDITIONS
LAND USE AREA C CA
FT. 2 )
ROOF 2496.00 0.90 2246
PAVEMENT 11067.00 0.90 9960
GRASS 1662.00 0.30 499
BIOFILTER 0 0.20 0
GRAVEL 0.00 0.70 0
TOTAL 15225 12705
AVERAGE "C" VALUE
TIME OF CONCENTRATION
5 min.
INTENSITY(in /hr)
2 -year 5.18
10 -year 6.67
100 -year 8.76
0.83
DISCHARGE(cfs)
2 -year 1.51
10 -year 1.95
100 -year 2.56
2,
10, and 100 year Peak Discharges for
Raintank
0.
00
25.
00
50.
00
75.
00
100.
0
125.
0
150.
0
175.
0
0 0 0 0
Time (min)
100 -year 10 -year 2 -year
0.
80
0.
70
C
0.
60
0.
50
a'0.
40
0.
30
cn 0.
20
0.
10
0.
00
0.
00
25.
00
50.
00
75.
00
100.
0
125.
0
150.
0
175.
0
0 0 0 0
Time (min)
100 -year 10 -year 2 -year
Water Elevation During 2, 10, and 100
year Storm Events for Raintank
523.
00
522.
50
0 522.
00
521.
50
521.
00
w 520.
50
2)520.
00
u 519.
50
519.
00
0.
00
25.
00
50.
00
75.
00
100.
0
0
Time(
min.)
125.
0
150.
0
175.
0
0 0 0
100 -year 10 -year 2 -year
outlet structure 1
Culvert
name: Culvert out
2 -year
1
BasinFlow printout
of riser
D (in)15.000
INPUT:
0.000
Length (ft)100.000
Basin:
0.100
manning's n 0.013
9 Contour Areas
0.500
Equation constant set 3
Elevation(ft)Area(sf)Computed vol.(cy)
518.56 1120.00 0.0
519.13 1120.00 23.6
519.63 1120.00 44.4
520.13 1120.00 65.1
520.63 1120.00 85.9
521.13 1120.00 106.6
521.63 1120.00 127.3
522.13 1120.00 148.1
522.84 1120.00 177.5
4 outlet Structures
outlet structure 0
orifice
name: 2 -year
area sf)0.067
diameter or depth in)3.500
width for rect.in)0.000
coefficient 0.620
invert ft)518.560
multiple 1
discharge into riser
outlet structure 1
Culvert
name: Culvert out
multiple 1
discharge out of riser
D (in)15.000
h (in)0.000
Length (ft)100.000
slope 0.100
manning's n 0.013
Inlet coeff. Ke 0.500
Equation constant set 3
Invert (ft)518.360
Outlet structure 2
weir
name: 100 -year
length (ft) 2.500
coefficient 3.100
invert (ft) 522.500
multiple 1
discharge through dam
outlet structure 3
orifice
name: 10 -year
area (sf) 0.049
diameter or depth (in) 3.000
width for rect. (in) 0.000
coefficient 0.620
invert (ft) 522.375
multiple 1
discharge into riser
Page 1
2 -year
1 Inflow Hydrographs
Hydrograph 0
Modified_Rationa]
name: post dev captured
C 0.860
Area (acres)0.576
IDF file: a2
time of concentration (min)5.00
receding factor 1.670
time increment 1.00
time limit (min)200.00
fudge factor 1.00
storm: crit.duration (63 iterations)
volume (cy)121.45
peak flow (cfs)0.441
intensity (in /hr)0.890
time to peak (min)5.000
duration of peak (min)117.30
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks:
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
0.441 at 5.00 (min)
0.348 at 122.00 (min)
519.805 at 123.00 (min)
50.862
Sat May 27 15:58:32 EDT 2006
Page 2
BasinFlow printout
10 -year
INPUT:
Basin:
9 Contour Areas
Elevation(ft)Area(sf)Computed vol.(cy)
518.56 1120.00
D (in)
0.0
519.13 1120.00
Length (ft)
23.6
519.63 1120.00
Manning's n
44.4
520.13 1120.00
Equation constant set
65.1
520.63 1120.00 85.9
521.13 1120.00 106.6
521.63 1120.00 127.3
522.13 1120.00 148.1
522.84 1120.00 177.5
4 outlet structures
outlet structure 0
orifice
name: 2 -year
area sf)0.067
diameter or depth in)3.500
width for rect.in)0.000
coefficient 0.620
invert ft)518.560
multiple 1
discharge into riser
outlet structure 1
Culvert
name:Culvert out
multiple 1
discharge out of riser
D (in)15.000
h (in)0.000
Length (ft)100.000
Slope 0.100
Manning's n 0.013
Inlet coeff. Ke 0.500
Equation constant set 3
Invert (ft)518.360
outlet structure 2
weir
name: 100 -year
length (ft) 2.500
coefficient 3.100
invert (ft) 522.500
multiple 1
discharge through dam
outlet structure 3
orifice
name: 10 -year
area (sf) 0.049
diameter or depth (in) 3.000
width for rect. (in) 0.000
coefficient 0.620
invert (ft) 522.375
multiple 1
discharge into riser
Page 1
10 -year
1 Inflow Hydrographs
Hydrograph 0
modified—Rational
name: post dev captured
C 0.860
Area (acres)0.576
IDF file: a10
time of concentration (min)5.00
receding factor 1.670
time increment 1.00
time limit (min)200.00
fudge factor 1.00
storm: crit.duration (63
volume (cy)181.61
peak flow (cfs)0.659
intensity (in /hr)1.331
time to peak (min)5.000
duration of peak (min)117.30
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing Summary of Peaks: post dev captured
inflow (cfs) 0.659 at 5.00 (min)
discharge (cfs) 0.468 at 124.00 (min)
water level (ft) 520.687 at 124.00 (min)
storage (cy) 87.190
Sat May 27 15:58:42 EDT 2006
iterations)
Page 2
100 -year
BasinFlow printout
INPUT:
Basin:
9 Contour Areas
Elevation(ft)Area(sf)Computed vol.(cy)
518.56 1120.00
D (in)
0.0
519.13 1120.00
Length (ft)
23.6
519.63 1120.00
Manning's n
44.4
520.13 1120.00
Equation constant set
65.1
520.63 1120.00 85.9
521.13 1120.00 106.6
521.63 1120.00 127.3
522.13 1120.00 148.1
522.84 1120.00 177.5
4 Outlet Structures
Outlet structure 0
orifice
name: 2 -year
area sf)0.067
diameter or depth in)3.500
width for rect.in)0.000
coefficient 0.620
invert ft)518.560
multiple 1
discharge into riser
Outlet structure 1
Culvert
name: Culvert out
multiple 1
discharge out of riser
D (in)15.000
h (in)0.000
Length (ft)100.000
Slope 0.100
Manning's n 0.013
Inlet coeff. Ke 0.500
Equation constant set 3
Invert (ft)518.360
Outlet structure 2
weir
name: 100 -year
length (ft) 2.500
coefficient 3.100
invert (ft) 522.500
multiple 1
discharge through dam
Outlet structure 3
Orifice
name: 10 -year
area (sf) 0.049
diameter or depth (in) 3.000
width for rect. (in) 0.000
coefficient 0.620
invert (ft) 522.375
multiple 1
discharge into riser
Page 1
100 -year
1 Inflow Hydrographs
Hydrograph 0
Modified Rational
name: post dev captured
C 0.860
Area (acres) 0.576
IDF file: a100
time of concentration (min) 5.00
receding factor 1.670
time increment 1.00
time limit (min) 200.00
fudge factor 1.00
storm: crit. duration (64 iterations)
volume (cy) 296.05
peak flow (cfs) 1.067
intensity (in /hr) 2.155
time to peak (min) 5.000
duration of peak (min) 118.13
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing Summary of Peaks:
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
1.068 at 5.00 (min)
0.759 at 125.00 (min)
522.540 at 125.00 (min)
163.396
Sat May 27 15:58:50 EDT 2006
Page 2
Woodbrook Station
BasinFlow Routing Output
2 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
0 0 0 518.56 0
1 0.088 0.196 518.5647 0
2 0.176 0.586 518.5742 0.001
3 0.264 1.168 518.5883 0.002
4 0.353 1.938 518.6071 0.007
5 0.441 2.886 518.6303 0.014
6 0.441 3.814 518.6532 0.023
7 0.441 4.719 518.6756 0.034
8 0.441 5.6 518.6974 0.044
9 0.441 6.457 518.7186 0.055
10 0.441 7.293 518.7393 0.065
11 0.441 8.112 518.7594 0.072
12 0.441 8.919 518.7792 0.078
13 0.441 9.674 518.7986 0.101
14 0.441 10.407 518.8168 0.111
15 0.441 11.122 518.8345 0.119
16 0.441 11.819 518.8517 0.127
17 0.441 12.501 518.8686 0.134
18 0.441 13.168 518.885 0.141
19 0.441 13.822 518.9011 0.147
20 0.441 14.462 518.9168 0.153
21 0.441 15.09 518.9323 0.158
22 0.441 15.707 518.9474 0.163
23 0.441 16.313 518.9623 0.168
24 0.441 16.908 518.9769 0.173
25 0.441 17.493 518.9912 0.178
26 0.441 18.069 519.0053 0.182
27 0.441 18.635 519.0192 0.186
28 0.441 19.192 519.0328 0.19
29 0.441 19.741 519.0463 0.194
30 0.441 20.281 519.0595 0.198
31 0.441 20.814 519.0725 0.201
32 0.441 21.339 519.0854 0.205
33 0.441 21.856 519.098 0.208
34 0.441 22.366 519.1105 0.211
35 0.441 22.868 519.1228 0.215
36 0.441 23.364 519.1349 0.218
37 0.441 23.854 519.1469 0.221
38 0.441 24.336 519.1587 0.224
39 0.441 24.813 519.1703 0.226
40 0.441 25.283 519.1818 0.229
41 0.441 25.747 519.1931 0.232
42 0.441 26.205 519.2043 0.235
43 0.441 26.658 519.2154 0.237
44 0.441 27.105 519.2263 0.24
45 0.441 27.546 519.237 0.242
2 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
46 0.441 27.982 519.2477 0.245
47 0.441 28.413 519.2582 0.247
48 0.441 28.839 519.2686 0.249
49 0.441 29.259 519.2788 0.252
50 0.441 29.675 519.289 0.254
51 0.441 30.086 519.299 0.256
52 0.441 30.492 519.3089 0.258
53 0.441 30.894 519.3187 0.26
54 0.441 31.291 519.3284 0.262
55 0.441 31.683 519.3379 0.264
56 0.441 32.071 519.3474 0.266
57 0.441 32.455 519.3568 0.268
58 0.441 32.835 519.366 0.27
59 0.441 33.21 519.3752 0.272
60 0.441 33.582 519.3842 0.274
61 0.441 33.949 519.3932 0.275
62 0.441 34.313 519.402 0.277
63 0.441 34.672 519.4108 0.279
64 0.441 35.028 519.4195 0.281
65 0.441 35.38 519.428 0.282
66 0.441 35.729 519.4365 0.284
67 0.441 36.073 519.4449 0.286
68 0.441 36.415 519.4532 0.287
69 0.441 36.752 519.4615 0.289
70 0.441 37.087 519.4696 0.29
71 0.441 37.418 519.4777 0.292
72 0.441 37.745 519.4856 0.293
73 0.441 38.069 519.4935 0.295
74 0.441 38.39 519.5014 0.296
75 0.441 38.708 519.5091 0.298
76 0.441 39.023 519.5168 0.299
77 0.441 39.334 519.5243 0.301
78 0.441 39.643 519.5319 0.302
79 0.441 39.948 519.5393 0.303
80 0.441 40.251 519.5467 0.305
81 0.441 40.55 519.5539 0.306
82 0.441 40.847 519.5612 0.307
83 0.441 41.141 519.5683 0.309
84 0.441 41.432 519.5754 0.31
85 0.441 41.72 519.5824 0.311
86 0.441 42.006 519.5894 0.312
87 0.441 42.289 519.5963 0.314
88 0.441 42.569 5196031 0.315
89 0.441 42.846 519.6098 0.316
90 0.441 43.121 5196165 0.317
91 0.441 43.394 519.6231 0.318
2 -year Storm
Time(min)Inflow(cfs)Storage(yd')Water Ele.(ft)Discharge(cfs)
92 0.441 43.663 519.6297 0.319
93 0.441 43.931 519.6362 0.321
94 0.441 44.196 519.6427 0.322
95 0.441 44.458 519.649 0.323
96 0.441 44.718 519.6554 0.324
97 0.441 44.976 519.6616 0.325
98 0.441 45.231 519.6679 0.326
99 0.441 45.484 519.674 0.327
100 0.441 45.735 519.6801 0.328
101 0.441 45.984 519.6862 0.329
102 0.441 46.23 519.6921 0.33
103 0.441 46.474 519.6981 0.331
104 0.441 46.716 519.704 0.332
105 0.441 46.955 519.7098 0.333
106 0.441 47.193 519.7156 0.334
107 0.441 47.429 519.7213 0.335
108 0.441 47.662 519.727 0.336
109 0.441 47.893 519.7326 0.337
110 0.441 48.123 519.7382 0.338
111 0.441 48.35 519.7437 0.339
112 0.441 48.575 519.7492 0.339
113 0.441 48.799 519.7546 0.34
114 0.441 49.02 519.76 0.341
115 0.441 49.24 519.7654 0.342
116 0.441 49.457 519.7706 0.343
117 0.441 49.673 519.7759 0.344
118 0.441 49.887 519.7811 0.345
119 0.441 50.099 519.7863 0.345
120 0.441 50.309 519.7914 0.346
121 0.441 50.518 519.7964 0.347
122 0.441 50.725 519.8015 0.348
123 0.404 50.848 519.8045 0.348
124 0.351 50.854 519.8046 0.348
125 0.298 50.744 519.8019 0.348
126 0.245 50.518 519.7964 0.347
127 0.193 50.178 519.7882 0.346
128 0.14 49.725 519.7772 0.344
129 0.087 49.159 519.7634 0.342
130 0.034 48.482 519.7469 0.339
131 0 47.735 519.7288 0.336
132 0 46.995 519.7108 0.333
133 0 46.261 519.6929 0.33
134 0 45.534 519.6752 0.327
135 0 44.814 519.6577 0.324
136 0 44.1 519.6403 0.321
137 0 43.393 519.6231 0.318
2 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
138 0 42.692 519.6061 0.315
139 0 41.998 519.5892 0.312
140 0 41.311 519.5725 0.309
141 0 40.63 519.5559 0.306
142 0 39.956 519.5395 0.303
143 0 39.288 519.5232 0.3
144 0 38.627 519.5071 0.297
145 0 37.973 519.4912 0.294
146 0 37.325 519.4754 0.292
147 0 36.684 519.4598 0.289
148 0 36.049 519.4443 0.286
149 0 35.421 519.429 0.283
150 0 34.8 519.4139 0.28
151 0 34.185 519.3989 0.277
152 0 33.577 519.3841 0.274
153 0 32.975 519.3694 0.271
154 0 32.38 519.3549 0.268
155 0 31.792 519.3406 0.265
156 0 31.21 519.3264 0.262
157 0 30.635 519.3124 0.259
158 0 30.067 519.2985 0.256
159 0 29.505 519.2848 0.253
160 0 28.949 519.2713 0.25
161 0 28.401 519.2579 0.247
162 0 27.859 519.2447 0.244
163 0 27.323 519.2316 0.241
164 0 26.795 519.2187 0.238
165 0 26.272 519.2059 0.235
166 0 25.757 519.1933 0.232
167 0 25.248 519.1809 0.229
168 0 24.745 519.1687 0.226
169 0 24.25 519.1565 0.223
170 0 23.761 519.1446 0.22
171 0 23.278 519.1328 0.217
172 0 22.802 519.1212 0.214
173 0 22.333 519.1097 0.211
174 0 21.87 519.0984 0.208
175 0 21.414 519.0872 0.205
176 0 20.965 519.0762 0.202
177 0 20.522 519.0654 0.199
178 0 20.086 519.0547 0.196
179 0 19.656 519.0442 0.193
180 0 19.233 519.0339 0.19
181 0 18.817 519.0237 0.187
182 0 18.407 519.0136 0184
183 0 18.004 519.0037 0.181
10 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
0 0 0 518.56 0
1 0.132 0.293 518.5671 0
2 0.264 0.875 518.5812 0.001
3 0.396 1.742 518.6023 0.005
4 0.527 2.883 518.6303 0.014
5 0.659 4.285 518.6648 0.028
6 0.659 5.65 518.6986 0.045
7 0.659 6.979 518.7315 0.061
8 0.659 8.28 518.7635 0.074
9 0.659 9.524 518.7949 0.099
10 0.659 10734 518.8249 0.115
11 0.659 11.915 518.8541 0.128
12 0.659 13.069 518.8825 0.14
13 0.659 14.2 518.9104 0.15
14 0.659 15.309 518.9376 0.16
15 0.659 16.399 518.9644 0.169
16 0.659 17.47 518.9906 0.177
17 0.659 18.523 519.0165 0.185
18 0.659 19.56 519.0419 0.193
19 0.659 20.581 519.0668 0.2
20 0.659 21.587 519.0915 0.206
21 0.659 22.58 519.1157 0.213
22 0.659 23.558 519.1396 0.219
23 0.659 24.524 519.1632 0.225
24 0.659 25.476 519.1865 0.23
25 0.659 26.417 519.2095 0.236
26 0.659 27.346 519.2322 0.241
27 0.659 28.264 519.2546 0.246
28 0.659 29.171 519.2767 0.251
29 0.659 30.068 519.2986 0.256
30 0.659 30.954 519.3202 0.26
31 0.659 31.83 519.3415 0.265
32 0.659 32.696 519.3626 0.269
33 0.659 33.553 519.3835 0.274
34 0.659 34.401 519.4042 0.278
35 0.659 35.24 519.4246 0.282
36 0.659 36.07 519.4449 0.286
37 0.659 36.892 519.4649 0.29
38 0.659 37.705 519.4847 0.293
39 0.659 38.51 519.5043 0.297
40 0.659 39.307 519.5237 0.301
41 0.659 40.096 519.5429 0.304
42 0.659 40.878 519.5619 0307
43 0.659 41.652 5195808 0.311
44 0.659 42.419 519.5994 0.314
45 0.659 43.179 519.6179 0.317
10 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
46 0.659 43.931 519.6362 0.321
47 0.659 44.677 519.6544 0.324
48 0.659 45.416 519.6724 0.327
49 0.659 46.148 519.6902 0.33
50 0.659 46.874 519.7078 0.333
51 0.659 47.593 519.7253 0.336
52 0.659 48.306 519.7427 0.338
53 0.659 49.013 519.7598 0.341
54 0.659 49.714 519.7769 0.344
55 0.659 50.408 519.7938 0.347
56 0.659 51.097 519.8105 0.349
57 0.659 51.78 519.8271 0.352
58 0.659 52.457 519.8436 0.354
59 0.659 53129 519.8599 0.357
60 0.659 53.795 519.8761 0.359
61 0.659 54.456 519.8922 0.362
62 0.659 55.111 519.9081 0.364
63 0.659 55.761 519.9239 0.367
64 0.659 56.406 519.9395 0.369
65 0.659 57.045 519.9551 0.371
66 0.659 57.68 519.9705 0.374
67 0.659 58.309 519.9858 0.376
68 0.659 58.934 520.001 0.378
69 0.659 59.553 520.016 0.38
70 0.659 60.168 520.031 0.383
71 0.659 60.778 520.0458 0.385
72 0.659 61.384 520.0605 0.387
73 0.659 61.984 520.0751 0.389
74 0.659 62.581 520.0896 0.391
75 0.659 63.172 520.104 0.393
76 0.659 63.76 520.1182 0.395
77 0.659 64.343 520.1324 0.397
78 0.659 64.921 520.1464 0.399
79 0.659 65.496 520.1604 0.401
80 0.659 66.066 520.1742 0.403
81 0.659 66.632 520.188 0.405
82 0.659 67.193 520.2016 0.406
83 0.659 67.751 520.2152 0.408
84 0.659 68.305 520.2286 0.41
85 0.659 68.854 520.2419 0.412
86 0.659 69.4 520.2552 0.414
87 0.659 69.942 520.2684 0.415
88 0.659 70.48 520.2814 0.417
89 0.659 71.014 520.2944 0.419
90 0.659 71.545 520.3073 0.421
91 0.659 72.071 520.32 0.422
10 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
92 0.659 72.594 520.3327 0.424
93 0.659 73.114 520.3454 0.425
94 0.659 73.629 520.3579 0.427
95 0.659 74.142 520.3703 0.429
96 0.659 74.65 520.3827 0.43
97 0.659 75.155 520.3949 0.432
98 0.659 75.657 520.4071 0.433
99 0.659 76.156 520.4192 0.435
100 0.659 76.65 520.4312 0.436
101 0.659 77.142 520.4431 0.438
102 0.659 77.63 520.455 0.439
103 0.659 78.115 520.4668 0.441
104 0.659 78.597 520.4785 0.442
105 0.659 79.076 520.4901 0.444
106 0.659 79.551 520.5016 0.445
107 0.659 80.023 520.5131 0.447
108 0.659 80.492 520.5244 0.448
109 0.659 80.958 520.5358 0.45
110 0.659 81.421 520.547 0.451
111 0.659 81.881 520.5581 0.452
112 0.659 82.338 520.5692 0.454
113 0.659 82.792 520.5802 0.455
114 0.659 83.243 520.5912 0.456
115 0.659 83.691 520.6021 0.458
116 0.659 84.136 520.6129 0.459
117 0.659 84.578 520.6236 0.46
118 0.659 85.018 520.6343 0.461
119 0.659 85.454 520.6448 0.463
120 0.659 85.888 520.6554 0.464
121 0.659 86.319 520.6658 0.465
122 0.659 86.748 520.6762 0.466
123 0.604 87.051 520.6836 0.467
124 0.525 87.179 520.6867 0.468
125 0.446 87.131 520.6855 0.468
126 0.367 86.909 520.6801 0.467
127 0.288 86.514 520.6706 0.466
128 0.209 85.948 520.6568 0.464
129 0.13 85.211 520.6389 0.462
130 0.051 84.304 520.6169 0.459
131 0 83.29 520.5923 0.456
132 0 82.282 520.5679 0.453
133 0 81.281 520.5436 0.45
134 0 80.286 520.5195 0.448
135 0 79.299 520.4955 0.445
136 0 78.317 520.4717 0.442
137 0 77.343 520.448 0.439
10 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
138 0 76.375 520.4245 0.436
139 0 75.413 520.4012 0.433
140 0 74.458 520.378 0.43
141 0 73.51 520.355 0.427
142 0 72.568 520.3321 0.424
143 0 71.633 520.3094 0.421
144 0 70.705 520.2869 0.418
145 0 69.783 520.2645 0.415
146 0 68.867 520.2423 0.412
147 0 67.959 520.2202 0.409
148 0 67.057 520.1983 0.406
149 0 66.161 520.1765 0.403
150 0 65.272 520.155 0.4
151 0 64.39 520.1335 0.397
152 0 63.514 520.1123 0.394
153 0 62.645 520.0911 0.391
154 0 61.783 520.0702 0.388
155 0 60.927 520.0494 0.385
156 0 60.077 520.0288 0.382
157 0 59.235 520.0083 0.379
158 0 58.398 519.988 0.376
159 0 57.569 519.9678 0.373
160 0 56.746 519.9478 0.37
161 0 55.93 519.928 0.367
162 0 55.12 519.9083 0.364
163 0 54.317 519.8888 0.361
164 0 53.52 519.8694 0.358
165 0 52.73 519.8502 0.355
166 0 51.947 519.8312 0.353
167 0 51.17 519.8123 0.35
168 0 50.4 519.7936 0.347
169 0 49.636 519.775 0.344
170 0 48.879 519.7566 0.341
171 0 48.129 519.7383 0.338
172 0 47.385 519.7203 0.335
173 0 46.648 519.7023 0.332
174 0 45.918 519.6846 0.329
175 0 45.194 519.6669 0.326
176 0 44.476 519.6495 0.323
177 0 43.766 519.6322 0.32
178 0 43.062 519.6151 0.317
179 0 42.364 519.5981 0.314
180 0 41.673 519.5813 0.311
181 0 40.989 519.5646 0.308
182 0 40.311 519.5481 0.305
183 0 39.64 519.5318 0.302
100 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
0.00 0.00 0.00 518.56 0.00
1.00 0.21 0.47 518.57 0.00
2.00 0.43 1.41 518.59 0.00
3.00 0.64 2.80 518.63 0.01
4.00 0.85 4.62 518.67 0.03
5.00 1.06 6.85 518.73 0.06
6.00 1.06 9.03 518.78 0.08
7.00 1.06 11.13 518.83 0.12
8.00 1.06 13.18 518.89 0.14
9.00 1.06 15.19 518.93 0.16
10.00 1.06 17.17 518.98 0.18
11.00 1.06 19.11 519.03 0.19
12.00 1.06 21.02 519.08 0.20
13.00 1.06 22.90 519.12 0.22
14.00 1.06 24.76 519.17 0.23
15.00 1.06 26.60 519.21 0.24
16.00 1.06 28.41 519.26 0.25
17.00 1.06 30.21 519.30 0.26
18.00 1.06 31.98 519.35 0.27
19.00 1.06 33.73 519.39 0.27
20.00 1.06 35.47 519.43 0.28
21.00 1.06 37.18 519.47 0.29
22.00 1.06 38.88 519.51 0.30
23.00 1.06 40.56 519.55 0.31
24.00 1.06 42.23 519.59 0.31
25.00 1.06 43.88 519.64 0.32
26.00 1.06 45.52 519.67 0.33
27.00 1.06 47.14 519.71 0.33
28.00 1.06 48.75 519.75 0.34
29.00 1.06 50.34 519.79 0.35
30.00 1.06 51.92 519.83 0.35
31.00 1.06 53.48 519.87 0.36
32.00 1.06 55.04 519.91 0.36
33.00 1.06 56.58 519.94 0.37
34.00 1.06 58.11 519.98 0.38
35.00 1.06 59.62 520.02 0.38
36.00 1.06 61.13 520.05 0.39
37.00 1.06 62.62 520.09 0.39
38.00 1.06 64.11 520.13 0.40
39.00 1.06 65.58 520.16 0.40
40.00 1.06 67.04 520.20 0.41
41.00 1.06 68.49 520.23 0.41
42.00 1.06 69.93 520.27 0.42
43.00 1.06 71.36 520.30 0.42
44.00 1.06 72.78 520.34 0.42
45.00 1.06 74.19 520.37 0.43
100 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
46.00 1.06 75.59 520.41 0.43
47.00 1.06 76.98 520.44 0.44
48.00 1.06 78.36 520.47 0.44
49.00 1.06 79.73 520.51 0.45
50.00 1.06 81.09 520.54 0.45
51.00 1.06 82.45 520.57 0.45
52.00 1.06 83.79 520.60 0.46
53.00 1.06 8513 520.64 0.46
54.00 1.06 86.46 520.67 0.47
55.00 1.06 87.78 520.70 0.47
56.00 1.06 89.09 520.73 0.47
57.00 1.06 90.39 520.76 0.48
58.00 1.06 91.68 520.80 0.48
59.00 1.06 92.97 520.83 0.48
60.00 1.06 94.25 520.86 0.49
61.00 1.06 95.52 520.89 0.49
62.00 1.06 96.79 520.92 0.49
63.00 1.06 98.04 520.95 0.50
64.00 1.06 99.29 520.98 0.50
65.00 1.06 100.53 521.01 0.50
66.00 1.06 101.77 521.04 0.51
67.00 1.06 102.99 521.07 0.51
68.00 1.06 104.21 521.10 0.51
69.00 1.06 105.43 521.13 0.52
70.00 1.06 106.63 521.16 0.52
71.00 1.06 107.83 521.19 0.52
72.00 1.06 109.03 521.22 0.53
73.00 1.06 110.21 521.25 0.53
74.00 1.06 111.39 521.27 0.53
75.00 1.06 112.56 521.30 0.54
76.00 1.06 113.73 521.33 0.54
77.00 1.06 114.89 521.36 0.54
78.00 1.06 116.04 521.39 0.54
79.00 1.06 117.19 521.41 0.55
80.00 1.06 118.33 521.44 0.55
81.00 1.06 119.47 521.47 0.55
82.00 1.06 120.60 521.50 0.56
83.00 1.06 121.72 521.52 0.56
84.00 1.06 122.84 521.55 0.56
85.00 1.06 123.95 521.58 0.56
86.00 1.06 125.05 521.61 0.57
87.00 1.06 126.15 521.63 0.57
88.00 1.06 127.25 521.66 0.57
89.00 1.06 128.33 521.68 0.57
90.00 1.06 129.42 521.71 0.58
91.00 1.06 130.49 521.74 0.58
100 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
92.00 1.06 131.57 521.76 0.58
93.00 1.06 132.63 521.79 0.58
94.00 1.06 133.69 521.81 0.59
95.00 1.06 134.75 521.84 0.59
96.00 1.06 135.80 521.87 0.59
97.00 1.06 136.84 521.89 0.59
98.00 1.06 137.88 521.92 0.60
99.00 1.06 138.92 521.94 0.60
100.00 1.06 139.95 521.97 0.60
101.00 1.06 140.97 521.99 0.60
102.00 1.06 141.99 522.02 0.61
103.00 1.06 143.00 522.04 0.61
104.00 1.06 144.01 522.06 0.61
105.00 1.06 145.02 522.09 0.61
106.00 1.06 146.02 522.11 0.61
107.00 1.06 147.01 522.14 0.62
108.00 1.06 148.00 522.16 0.62
109.00 1.06 148.99 522.18 0.62
110.00 1.06 149.97 522.21 0.62
111.00 1.06 150.94 522.23 0.62
112.00 1.06 151.92 522.26 0.63
113.00 1.06 152.88 522.28 0.63
114.00 1.06 153.84 522.30 0.63
115.00 1.06 154.80 522.33 0.63
116.00 1.06 155.75 522.35 0.63
117.00 1.06 156.70 522.37 0.64
118.00 1.06 157.65 522.39 0.64
119.00 1.06 158.57 522.42 0.65
120.00 1.06 159.49 522.44 0.65
121.00 1.06 160.38 522.46 0.66
122.00 1.06 161.25 522.48 0.67
123.00 1.06 162.09 522.50 0.68
124.00 1.06 162.85 522.52 0.72
125.00 0.94 16128 522.54 0.75
126.00 0.82 16140 522.54 0.76
127.00 0.69 163.27 522.54 0.75
128.00 0.56 162.90 522.53 0.73
129.00 0.43 162.33 522.51 0.69
130.00 0.31 161.51 522.49 0.68
131.00 0.18 160.43 522.46 0.66
132.00 0.05 159.11 522.43 0.65
133.00 0.00 157.68 522.40 0.64
134.00 0.00 156.27 522.36 0.64
135.00 0.00 154.87 522.33 0.63
136.00 0.00 153.47 522.29 0.63
137.00 0.00 152.08 522.26 0.63
100 -year Storm
Time(min)Inflow(cfs)Storage(yd)Water Ele.(ft)Discharge(cfs)
138.00 0.00 150.69 522.23 0.62
139.00 0.00 149.31 522.19 0.62
140.00 0.00 147.94 522.16 0.62
141.00 0.00 146.57 522.13 0.62
142.00 0.00 145.22 522.09 0.61
143.00 0.00 143.86 522.06 0.61
144.00 0.00 142.52 522.03 0.61
145.00 0.00 141.18 522.00 0.60
146.00 0.00 139.84 521.96 0.60
147.00 0.00 138.52 521.93 0.60
148.00 0.00 137.20 521.90 0.59
149.00 0.00 135.89 521.87 0.59
150.00 0.00 134.58 521.84 0.59
151.00 0.00 133.28 521.80 0.59
152.00 0.00 131.99 521.77 0.58
153.00 0.00 130.70 521.74 0.58
154.00 0.00 129.42 521.71 0.58
155.00 0.00 128.15 521.68 0.57
156.00 0.00 126.88 521.65 0.57
157.00 0.00 125.62 521.62 0.57
158.00 0.00 124.37 521.59 0.56
159.00 0.00 123.12 521.56 0.56
160.00 0.00 121.88 521.53 0.56
161.00 0.00 120.64 521.50 0.56
162.00 0.00 119.42 521.47 0.55
163.00 0.00 118.20 521.44 0.55
164.00 0.00 116.98 521.41 0.55
165.00 0.00 115.77 521.38 0.54
166.00 0.00 114.57 521.35 0.54
167.00 0.00 113.38 521.32 0.54
168.00 0.00 112.19 521.29 0.54
169.00 0.00 111.01 521.26 0.53
170.00 0.00 109.83 521.24 0.53
171.00 0.00 108.67 521.21 0.53
172.00 0.00 107.51 521.18 0.52
173.00 0.00 106.35 521.15 0.52
174.00 0.00 105.20 521.12 0.52
175.00 0.00 104.06 521.10 0.51
176.00 0.00 102.93 521.07 0.51
177.00 0.00 101.80 521.04 0.51
178.00 0.00 100.68 521.01 0.51
179.00 0.00 99.56 520.99 0.50
180.00 0.00 98.45 520.96 0.50
181.00 0.00 97.35 520.93 0.50
182.00 0.00 96.25 520.91 0.49
18100 0.00 95.16 520.88 0.49
Woodbrook Station
Pipe/ Inlet Analysis
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Project: Woodbrook Station
County: Albemarle
Designed by: PBC
Date: 5/
22/2006
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