20000783 Ver 2_Stormwater Info_20091222

-I ?MULKEY
ENGINEERS & CONSULTANTS
TABLE OF CONTENTS
• STORMWATER BMP DESIGN SUMMARY
• SITE MAPS
o USGS QUAD MAP
o WAKE COUNTYSOIL SURVEY& SOILS INFORMATION
o FLOOD MAP
• DRAINAGE AREA MAPS
• RAINFALL DATA
.,. ?an?jJ'
• ANTI FLOTATION BLOCK CALCULATIONS
• BIORETENTIONAREA UNDERDRAINCALCULATIONS U?' w 2009
• DISSIPATER PAD CALCUALATIONS
WETLANDS AND TORMWATER WWli
• PEAK FLOW ATTENUATION
. o WET POND I -EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Drawdown Orifice Sizing Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o BIORETENTIONAREA J- EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o BIORETENTIONAREA K- EXISTING AND PROPOSED
¦ CNand First Flush Calculation
¦ Outlet Structure Section New
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
• Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
MULKEY INC. 6750 TRYON ROAD CARY, NC 2751 1 PO Box 33127 RALEIGH, NC 27636 PH: 919-651-1912 FAX: [phone] WWW.MULKEVINC.CCM
MULKEY
ENGINEERS F CONSULTANTS
• o BI
ORETENTIONAREA L -EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ Q1 Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o BIORETENTIONAREA M- EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ Q1 Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o WET POND N- EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Drawdown Orifice Sizing Calculation
• Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ Q1 Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o BIORETENTIONAREA O -EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
• Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ Q1 Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o BIORETENTIONAREA P - EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ Q1 Summary/Hydrograph
• Q10 Summary/Hydrograph
•
MULKEY INC. 6750 TRYON ROAD CARY, NC 2751 1 P? Box 33127 RALEIGH, NC 27636 PH: 919-851-1912 FAx: [phone] B WWW.MULKEYINC.COM
MULKEY
ENGINEERS & CONSULTANTS
• o BIORETENTIONAREA Q -EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o BIORETENTIONAREA R - EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o BIORETENTION AREA S- EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental Volumes & Accumulated
Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
• ¦ Q1 Summary/Hydrograph
¦ Q10 Summary/Hydrograph
• OPERATIONAND MAINTENANCE AGREEMENT
• DWQ SUPPLEMENTAL FORMS & REQUIRED ITEMS CHECKLISTS
•
MULKEY INC. 6750 TRYON ROAD CARY, NC 27511 PO BOX 33127 RALEIGH, NC 27636 PH: 919-1951-1912 FAX: [phone] WWW.MULKEYINC.COM
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Name: ROLESVILLE
Date: 12/22/2009
Scale: 1 inch equals 1000 feet
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Name: ROLESVILLE
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WAKE COUNTY, NORTH CAROLINA
About two-thirds of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. The cul-
tivated areas are used chiefly for row crops, especially
tobacco and cotton, but this soil is well suited to all the
locally grown crops. Practices that effectively control
runoff and erosion are needed in the cultivated areas.
(Capability unit IIe-1, woodland suitability group 5,
wildlife suitability group 1)
Appling sandy loam, 2 to 6 percent slopes, eroded
(ApB2).-This soil is on broad, smooth interstream divides
in the uplands. The surface layer is 3 to 7 inches thick,
and in places it is a mixture of the remaining original
surface soil and of material from the subsoil. In the less
eroded areas, the surface layer is light grayish-brown
sandy loam, but the color ranges to yellowish brown and
the texture ranges to sandy clay in the more eroded spots.
The subsoil is 24 to 40 inches thick, and it is yellowish-
brown to yellowish-red, firm sandy clay loam to clay that
is mottled with red in many places.
Included with this soil in mapping were some severely
eroded spots where the subsoil is exposed. These areas
make up from 5 to 25 percent of the acreage in the map-
ping unit.
Infiltration is fair, and surface runoff is medium. The
hazard of further erosion is moderate. This soil is easy
to keep in good tilth and can be worked throughout a
wide range of moisture content. A crust forms on the
severely eroded spots after hard rains, however, and
clods form if those areas are worked when wet. The crust
and the clods interfere with germination. As a result,
stands of crops are poor and replanting of the severely
eroded spots may be necessary. An even stand of tobac-
co is hard to obtain. Plants in an uneven stand mature
at different times. This increases the difficulty of harvest-
ing and curing the crop and reduces the quality of the
tobacco.
About two-thirds of the acreage is in cultivated crops
or pasture, and the rest is in forest or in other uses.
The cultivated areas are used chiefly for row crops, es-
pecially tobacco and cotton, but this soil is well suited
to all the locally grown crops. In the areas that are cul-
tivated, practices that effectively control runoff and ero-
sion are needed. (Capability unit IIe-1, woodland suit-
ability group 5, wildlife suitability group 1)
Appling sandy loam, 6 to 10 percent slopes (ApC).-
This soil is on narrow side slopes in the uplands. It has
a surface layer of light grayish-brown to dark-gray sandy
loam 7 to 15 inches thick. The subsoil is yellowish-brown
to yellowish-red, firm clay loam to clay that is mottled
with red in most places. The subsoil is 24 to 36 inches
thick.
Infiltration is good, and surface runoff is rapid. The
hazard of erosion is severe. This soil is easy to keep in
good tilth and can be worked throughout a wide range
of moisture content.
About two-thirds of the acreage is in cultivated crops
or pasture, and the rest is in forest or in other uses. The
cultivated areas are used chiefly for row crops, especially
tobacco and cotton, but this soil is well suited to all the
locally grown crops. Intensive practices that effectively
control runoff and erosion are needed in the cultivated
areas. (Capability unit IIIe-1, woodland suitability
group 5, wildlife suitability group 1)
11
Appling sandy loam, 6 to 10 percent slopes, eroded
(ApC2).-This soil is on narrow side slopes in the uplands.
In many places the present surface layer is a mixture
of the remaining original surface soil and of material
from the subsoil. In the less eroded spots, the surface
layer is light grayish-brown sandy loam. In the more
eroded spots, the color ranges to yellowish brown and
the texture ranges to sandy clay. Thickness of the sur-
face layer ranges from 3 to 7 inches. The subsoil is 24 to
36 inches thick and is yellowish-brown to yellowish-red,
firm clay loam to clay that is mottled with red in most
places.
Included with this soil in mapping were some severe-
ly eroded spots where the subsoil is exposed. These areas
make up from 5 to 25 percent of the total acreage in the
mapping unit.
Infiltration is fair, and surface runoff is rapid. The
hazard of further erosion is severe. This soil is difficult
Figure 2.-Profile of Appling sandy loam, 2 to 6 percent slopes.

12
SOIL SURVEY
• to keep in good tilth, but it can be worked throughout a
fairly wide range of moisture content. A crust forms on
the severely eroded spots after hard rains, however, and
clods form if those areas are worked when wet. The crust
and the clods interfere with germination. As a result,
stands of crops are poor and replanting is sometimes
necessary. An even stand of tobacco is hard to obtain
in those areas. Plants in an uneven stand mature at
different times. This increases the difficulty of harvesting
and curing the crop and reduces the quality of the
tobacco.
About one-third of the acreage is cultivated or in
pasture, and the rest is in forest or in other uses. The
cultivated areas are used chiefly for row crops, especially
tobacco and cotton, but this soil is well suited to all the
locally grown crops. Intensive practices that effectively
control runoff and erosion are needed in the cultivated
areas. (Capability unit IIIe-1, woodland suitability group
5, wildlife suitability group 1)
Appling sandy loam, 10 to 15 percent slopes (ApD).-
This soil is on narrow side slopes bordering drainage-
ways in the uplands. Some slight or moderate erosion
has taken place. In the slightly eroded areas, the surface
layer is light grayish-brown to dark-gray sandy loam 7
to 12 inches thick. In the moderately eroded areas, the
surface layer ranges from light grayish-brown sandy
loam to yellowish-brown sandy clay and is 3 to 7 inches
thick. The subsoil is 24 to 30 inches thick and consists
of yellowish-brawn to yellowish-red, firm clay loam to
clay that is mottled with red in most places. In many
areas pebbles and cobblestones are on and in the surface
layer.
Included with this soil in mapping were some areas
where the surface layer is fine sandy loam, and some Be-
verly eroded spots where the subsoil is exposed. Also in-
cluded were a few areas of Durham loamy sand.
Infiltration is fair to good, and surface runoff is very
rapid. The hazard of further erosion is very severe.
Where this soil is only slightly eroded, it is easy to keep
in good tilth. Where is is moderately eroded, it is diffi-
cult to keep in good tilth, but it can be worked through-
out a fairly wide range of moisture content. A crust forms
on the severely eroded spots after hard rains, and clods
form if those areas are worked when wet. The crust and
the clods interfere with germination. As a result, stands
of crops are poor and replanting of the severely eroded
spots may be necessary.
About one-third of the acreage is cultivated or in pas-
ture, and the rest is in forest. The cultivated areas are
used chiefly for row crops, but this soil is suited to all
the locally grown crops. Intensive practices that effec-
tively control runoff and erosion are necessary if culti-
vated crops are grown. (Capability unit IVe4, woodland
suitability group 5, wildlife suitability group 1)
Appling fine sandy loam, 2 to 6 percent slopes (AsB).-
This soil is on broad, smooth interstream divides in the
uplands. It has a surface layer of light grayish-brown to
dark-gray fine sandy loam 6 to 12 inches thick. The
subsoil is 24 to 40 inches thick and is yellowish-brown
t-, yellowish-red, firm clay loam to clay that is mottled
ith red in most places. A few areas where the slopes
e e less than 2 percent were included in the mapping.
Infiltration is good, and surface runoff is medium.
The hazard of erosion is moderate. This soil is easily kept
in good tilth and can be worked throughout a wide
range of moisture content.
About two-thirds of the acreage is cultivated or in pas-
ture, and the rest is in forest. The cultivated areas are
used chiefly for row crops, but this soil is well suited
to all the locally grown crops. Where cultivated crops
are grown, practices that effectively control runoff and
erosion are needed. (Capability unit IIe-1, woodland
suitability group 5, wildlife suitability group 1)
Appling fine sandy loam, 2 to 6 percent slopes,
eroded (AsB2).-This soil is on broad, smooth interstream
divides in the uplands. In places its surface layer is a
mixture of the remaining original surface soil and of
material from the subsoil. In the less eroded spots, the
surface layer is light grayish-brown fine sandy loam,
but in the more eroded spots the color ranges to yellow-
ish brown and the texture ranges to sandy clay. Thick-
ness of the surface layer ranges from 3 to 7 inches. The
subsoil is 24 to 40 inches thick and is yellowish-brown
to yellowish-red, firm clay loam to clay that is mottled
with red in most places.
Included with this soil in mapping were some se-
verely eroded spots where the subsoil is exposed. These
areas make up from 5 to 25 percent of the total acreage
in the mappnig unit. Also included were areas of a
soil that has a slightly more brownish color and prob-
ably a higher base saturation than this Appling soil.
Infiltration is fair, and surface runoff is medium. The
hazard of further erosion is moderate. This soil can be
worked throughout a fairly wide range of moisture con-
tent. A crust forms on the severely eroded spots after
hard rains, however, and clods form if those areas are
worked when wet. The crust and the clods interfere with
germination. As a result, stands of crops are poor and
replanting of these areas is sometimes necessary. An
even stand of tobacco is hard to obtain in these areas.
Plants in an uneven stand mature at different times.
This increases the difficulty of harvesting and curing
the crop, and it reduces the quality of the tobacco.
About two-thirds of the acreage is cultivated or in pas-
ture, and the rest is in forest. The cultivated areas are
used chiefly for row crops, but this soil is well suited
to all the locally grown crops. Practices that effectively
control runoff and erosion are needed in the cultivated
areas. (Capability unit Ile-1, woodland suitability
group 5, wildlife suitability group 1)
Appling fine sandy loam, 6 to 10 percent slopes
(AsQ.-This soil is on narrow side slopes in the uplands.
It has a surface layer of light grayish-brown to dark-
gray fine sandy loam 6 to .12 inches thick. The subsoil is
24 to 36 inches thick and is yellowish-brown to yellow-
ish-red, firm clay loam to clay that is mottled with red
in most places. Included in mapping were areas of a
soil that has a slightly more brownish color and probably
a higher base saturation than this soil.
Infiltration is good, and surface runoff is rapid. The
hazard of erosion is severe. This soil is easy to keep in
good tilth and can be worked throughout a wide range
of moisture content.
About half of the acreage is cultivated or in pasture,
and the rest is in forest. The cultivated areas are used
WAKE COUNTY, NORTH CAROLINA
a brown sand or loamy sand 4 to 10 inches thick. Be-
li? neath the surface layer are layers of pale-brown to.,yel-
1 lowish-brown sand or loamy sand that range from 30 to
b- more than 36 inches in total thickness.
d. Droughtiness is a hazard during dry spells, and these
r, soils are subject to leaching during wet spells. Infiltra-
tion is good, and surface runoff is slow. The soils are
Ls easy to keep in good tilth and can be worked through-
out a wide range of moisture content.
e These soils are fairly well suited to corn, truck crops,
small grains, and pasture. Most of the acreage is in for-
y est, but a small acreage is in pasture. (Capability unit
y IVs-1, woodland suitability group 3, wildlife suitability
group 4)
Cecil Series
The Cecil series consists of gently sloping to steep,
well-drained, deep soils of the Piedmont uplands. These
soils are on side slopes and on rounded divides that have
a difference in elevation of about 75 feet between the
highest and the lowest points. They occupy large areas
in the northern and central parts of the county, where
they have farmed under forest in material that weathered
from gneiss, schist, and other acidic rocks. The water
table remains below the solum.
Natural fertility and the content of organic matter
are low, and permeability is moderate. The available wa-
ter capacity is medium, and the shrink-swell potential is
moderate. Except in areas that have received lime, these
soils are medium acid to strongly acid. Response is good
if suitable applications of lime and fertilizer are made.
Cecil soils are fairly important for farming. Neverthe-
less, much of the acreage is in forest.
Representative profile of a Cecil sandy loam in a cul-
tivated field one-half mile northwest of Barton Creek
where N.C. Highway No. 50 crosses that stream.:
Ap-0 to 6 inches, dark-brown (7.5YR 4/4) sandy loam;
weak, fine and medium, granular structure; very
friable when moist; many fine, fibrous roots; many
fine pores ; common small quartz pebbles ; strongly
acid ; abrupt, wavy boundary.
B21t-6 to 11 inches, red (2.5YR 5/8) clay; strong, fine and
medium, subangular blocky structure; firm when
moist, sticky and plastic when wet; common, fine,
fibrous. roots; many fine pores; medium clay films
on the surfaces of most peds ; medium acid ; clear,
smooth boundary.
B22t-11 to 24 inches, red (2.5YR 4/8) clay; strong, fine and
medium, subangular blocky structure; firm when
moist, sticky and plastic when wet; few, fine, fibrous
roots ; many fine pores ; medium clay films on the
surfaces of most peds ; few fine mica flakes ; strongly
acid; clear, wavy boundary.
B23t-24 to 34 inches, red (2.5YR 4/6) clay; few, fine,
prominent, reddish-yellow mottles; strong, fine and
medium, subangular blocky structure ; firm when
moist, sticky and plastic when wet; few, fine,
fibrous roots ; many fine pores ; medium clay films on
the surfaces of most peds; few fine mica flakes;
medium acid; clear, wavy boundary.
B3-34 to 59 inches, red (2.5YR 4/8) clay loam; common,
fine, prominent, reddish-yellow mottles ; weak, medi-
um and coarse, subangular blocky structure; friable
when moist, slightly sticky and slightly plastic when
wet; medium clay films on the vertical surfaces of
peds ; common fine mica flakes ; strongly acid ; abrupt,
smooth boundary.
C-59 to 72 inches -}., red (2.5YR 4/6) loam (disintegrate
schist) ; common, fine, prominent, reddish-yellow an
few, fine, distinct, dark-red mottles ; massive ; ver
friable when moist, nonsticky and nonplastic whe:
wet ; strongly acid.
The A horizon ranges from dark grayish brown or yelloR
ish brown to dark brown or red in color, from sandy loam o
gravelly sandy loam to clay loam in texture, and from 3 t
12 inches in thickness. The B2 horizons range from 28 to 5
inches in total thickness. They have a red color of 2.5YR hu
and a clay texture. In places these soils contain a yellowisb
red B1 horizon, and the B3 horizon is streaked with yelloN
in some areas. The combined thickness of the surface laye
and the subsoil is 36 to 60 inches. Depth to hard rock range
from 5 to more than 15 feet.
Cecil soils occur with Appling, Lloyd, Madison, and George
ville soils. They have a more reddish color and a more claye,
subsoil than the Appling soils. Cecil soils have a lighte
colored surface layer, a lighter red color beneath the surfac
layer, and more sand in the subsoil than the Lloyd soil,
They are thicker and less micaceous than the Madison soil
and have less silt and more sand throughout the profile that
the Georgeville soils.
Cecil sandy loam, 2 to 6 percent slopes (CeB).-Thi;
soil is on broad, smooth interstream divides. Its surface
layer is dark grayish-brown to yellowish-brown sand,
loam 7 to 12 inches thick. The subsoil is red, firm clay 3(
to 50 inches thick.
Included in mapping were some areas of a soil that ha;
a surface layer of fine sandy loam. Also included were <
few arias where the slopes are less than 2 percent.
Infiltration is good, and surface runoff is medium. Th(
hazard of erosion is moderate. This soil is easy to keel
in good tilth and can be worked throughout a wide rang(
of moisture content.
About one-half of the acreage is cultivated or in pas.
ture, and the rest is in forest or in other uses. When
this soil has been cleared, it is used chiefly for row crop:
and pasture, but it is well suited to all the locally growr
crops. Practices that effectively control runoff and ero-
sion are needed in the cultivated areas. (Capability unit
IIe-1, woodland suitability group 5, wildlife suitabil-
ity group 1)
Cecil sandy loam, 2 to 6 percent slopes, eroded
(CeB2).-This soil is on broad, smooth interstream divide;
in the uplands. Its surface layer is 3 to 7 inches thick. In
many places it is a mixture of the remaining original
surface layer and of material from the subsoil. In th(
less eroded areas, the surface layer is yellowish-brown
sandy loam, but the color ranges to reddish brown and
the texture ranges to clay loam in the more eroded spots.
The subsoil is red, firm clay that is 30 to 50 inches thick.
Included with this soil in mapping were some areas
where the surface layer is fine sandy loam. Also included
were some severely eroded spots where the subsoil is
exposed. The severely eroded spots make up from 5 to 25
percent of the acreage in the mapping unit.
Infiltration is fair, and surface runoff is medium.
The hazard of further erosion is moderate. This soil is
difficult to keep in good tilth, but it can be worked
throughout a fairly wide range of moisture content. A
crust forms on the severely eroded spots after hard rains,
and clods form if those areas are worked when wet. The
crust and the clods interfere with germination. As a
result, stands of crops are poor and replanting of the
severely eroded areas may be necessary.
r
•
•
•
SOIL SURVEY
16
About half of the acreage is cultivated or in pasture,
and the rest is in forest or in other uses. Where this soil
is cultivated, it is used chiefly for row crops, but it is
well suited to all the locally grown crops. Practices that
effectively control runoff and erosion are needed in the
cultivated areas. (Capability unit IIe-1, woodland suit-
ability group 5, wildlife suitability group 1)
Cecil sandy loam, 6 to 10 percent slopes (CeQ.-This
soil is on short to long side slopes in the uplands. Its sur-
face layer is 7 to 12 inches thick, and it is dark grayish-
brown to yellowish-brown sandy loam. The subsoil is red,
firm clay 30 to 45 inches thick. Included with this soil in
mapping were some areas where the surface layer is fine
sandy loam.
Infiltration is good, and surface runoff is rapid. The
hazard of erosion is severe. This soil is easy to keep in
good tilth and can be worked throughout a wide range of
moisture content.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. The culti-
vated areas are used chiefly for row crops, but this soil
is well suited to all the locally grown crops. Practices
that effectively control runoff and erosion are needed in
the cultivated areas. (Capability unit IIIe-1, woodland
suitability group 5, wildlife suitability group 1)
Cecil sandy loam, 6 to 10 percent slopes, eroded
(CeC2).-This soil is on short to long side slopes in the
uplands. The surface layer is 3 to 7 inches thick and in
many places it is a mixture of the remaining original
surface soil and of material from the subsoil. In the less
eroded areas, the surface layer is yellowish-brown sandy
loam. In the more eroded spots, the color ranges to red-
dish brown and the texture ranges to clay loam. The sub-
soil is reel, firm clay 30 to 45 inches thick.
Included in mapping were some areas where the sur-
face layer is fine sandy loam. Also included were some
severely eroded spots where the subsoil is exposed. The
severely eroded areas make up from 5 to 25 percent of
the acreage in the mapping unit.
Infiltration is fair, and surface runoff is rapid. The
hazard of further erosion is severe. This soil is difficult
to keep in good tilth, but it can be worked throughout a
fairly wide range of moisture content. A crust forms on
the severely eroded spots after hard rains, and clods form
if those areas are worked when wet. The crust and the
clods interfere with germination. As a result, stands of
crops are poor and replanting of the severely eroded
areas may be necessary.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. This soil is
well suited to all the locally grown crops. The areas that
are cleared are used chiefly for row crops and pasture.
Practices that effectively control runoff and erosion are
needed. (Capability unit IIIe=1, woodland suitability
group 5, wildlife suitability group 1)
Cecil sandy loam, 10 to 15 percent slopes (CeD).-This
is a well-drained, slightly to moderately eroded soil on
narrow side slopes bordering upland drainageways.
Where erosion is only slight, the surface layer is dark
grayish-brown to yellowish-brown sandy loam 6 to 10
niches thick. Where erosion is moderate, the surface layer
is yellowish-brown to reddish-brown sandy loam to clay
loam 3 to 6 inches thick. The subsoil is red, firm clay that
is 30 to 40 inches thick.
Included with this soil in mapping were areas where
the texture of the surface layer is fine sandy loam. Also
included were many areas where pebbles and cobbles
are on the surface and in the surface layer, and some
severely eroded spots where the subsoil is exposed.
Infiltration is fair to good, and surface runoff is very
rapid. The hazard of erosion is very severe. Where this
soil is only slightly eroded, it is easy to keep in good
tilth. Where it is moderately eroded, it is difficult to keep
in good tilth. This soil can be worked throughout a fairly
wide range of moisture content. A crust forms on the
severely eroded spots after hard rains, however, and
clods form if those areas are worked when wet. The crust
and the clods interfere with germination. As a result,
stands of crops are poor and replanting of a severely
eroded spot is sometimes necessary.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest. This soil is suited to all the
locally grown crops, but practices that effectively control
runoff and erosion are needed in the cultivated areas.
(Capability unit IVe-1, woodland suitability group
5, wildlife suitability group 1)
Cecil sandy loam, 15 to 45 percent slopes (CeF).-This
is a slightly to moderately eroded soil on narrow side
slopes bordering upland drainageways. Where erosion is
only slight, the surface layer is dark grayish-brown to
yellowish-brown sandy loam 5 to 9 inches thick. Where
erosion is moderate, the surface layer is only 3 to 6
inches thick, its color ranges from yellowish brown to
reddish brown, and its texture ranges to clay loam. The
subsoil is red, firm clay 30 to 36 inches thick.
Included with this soil in mapping were some areas
where the subsoil is only 18 to 30 inches thick, and other
areas where the surface layer is fine sandy loam. Also
included were many areas where pebbles and cobblestones
are in the surface layer and on the surface; a few severely
eroded spots where the subsoil is exposed; and some areas
of Georgeville silt looms and of Lloyd loams.
Infiltration is fair to good, and surface runoff is very
rapid. This soil is highly susceptible to erosion.
Practically all of the acreage is in forest. This soil is
not suited to crops that require cultivation. Areas that
have been cleared can be used for permanent hay and
pasture. (Capability unit VIe-1, woodland suitability
group 5, wildlife suitability group 1)
Cecil gravelly sandy loam, 2 to 6 percent slopes
(C9B).-This soil is on broad, smooth interstream divides
in the uplands. It has a surface layer that is 7 to 12 inches
thick and consists of dark grayish-brown gravelly
sandy loam that is 15 to 30 percent pebbles. The subsoil is
red, firm clay 30 to 50 inches thick. In many places cob-
blestones are in the surface layer and on the surface.
Infiltration is good, and surface runoff is moderate.
The hazard of erosion is moderate. This soil can be
worked throughout a wide range of moisture content.
Where the content of pebbles and cobblestones is high,
however, tillage is difficult.
About half of the acreage is cultivated or in pasture,
and the rest is in forest or in other uses. Where this soil
has been cleared, it is used chiefly for row crops and pas-

•
•

SOIL SURVEY
38
land suitability group 12, wildlife suitability group 4)
Louisburg loamy sand, 6 to 10 percent slopes (LoQ.-
This soil is on side slopes in the uplands. Its surface
layer is very dark grayish-brown to light yellowish-
brown loamy sand 4 to 8 inches thick. The subsoil is
light yellowish-brown to yellowish-red, very friable
sandy loam 4 to 30 inches thick. Included in mapping
were some areas in which from 20 to 50 percent of the
surface is covered with pebbles and cobblestones, and from
20 to 50 percent of the surface layer consists of pebbles and
cobblestones.
Infiltration is good, and surface runoff is rapid. The
hazard of erosion is very severe. This soil is easy to keep
in good tilth and can be worked throughout a wide range
of moisture content.
Most of the acreage is in forest, but this soil is fairly
well suited to many of the locally grown crops. Where
it has been cleared, it is used chiefly for row crops. Inten-
sive practices that effectively control runoff and erosion
are needed in the cultivated areas. During rainy seasons,
its coarse texture makes this soil subject to leaching of
mobile plant nutrients. (Capability unit IVe-3, wood-
land suitability group 12, wildlife suitability group 4)
Louisburg loamy sand, 10 to 15 percent slopes (LoD).-
This soil is on side slopes bordering drainageways in tho
uplands. Its surface layer is very dark grayish-brown to
light yellowish-brown loamy and 4 to 6 inches thick. The
subsoil is light yellowish-brown to yellowish red, very
friable sandy loam that is 4 to 24 inches thick. Included
in mapping were some areas in which from 20 to 50 per
cent of the surface is covered with pebbles and cobble-
stones, and from 20 to 50 percent of the surface layer con-
sists of pebbles and cobblestones.
Infiltration is good, and surface runoff is very rapid.
This soil is highly susceptible to further erosion.
This soil is not suitable for cultivation, and practically
all of the acreage is in forest. Areas that have beer,
cleared should be used for pasture or hay crops. (Capa-
bility unit VIe-1, woodland suitability group 12, wildlife
suitability group 4)
Louisburg-Wedowee complex, 2 to 6 percent slopes
(LwB).-Soils of this mapping unit are so intricately mixed
that they cannot be separated on a map of the scale used.
Also, the areas of each soil are generally too small to be
managed as an individual unit. Therefore, these soils
were snapped together as a soil complex. In a typical
mapped area, about 60 percent of the acreage is Louis-
burg soil, 38 percent is Wedowee soil, and 2 percent is
Durham, Vance, and other soils. The soils are on small
ridges in the northeastern part of the county.
The Louisburg soil has a very dark grayish-brown to
light yellowish-brown surface layer of loamy sand 5 to
8 inches thick. The subsoil is light yellowish-brown to
yellowish-red, very friable to loose sandy loam 15 to 35
inches thick.
The Wedowee soil has a dark grayish-brown to light
yellowish-brown surface layer of sandy loam that grades
to loamy sand and is 5 to 8 inches thick. The subsoil is
yellowish-brown to yellowish-red, firm sandy clay loam
9 to 20 inches thick.
Included with these soils in mapping were some areas
in which 20 to 50 percent of the surface is covered with
pebbles and cobblestones. In those areas from 20 to 50 per-
cent of the surface layer consists of pebbles and cobble.
stones.
Infiltration is good, and surface runoff is medium. The
hazard of erosion is severe. These soils are easy to keel,
in good tilth and can be worked throughout a wide range
of moisture content.
Most of the acreage is in forest, but these soils are
fairly well suited to many of the locally grown crops,
Intensive practices that effectively control runoff and
erosion are needed in the cultivated areas. (Capability
unit IIIeA woodland suitability group 12, wildlife suit.
ability group 4)
Louisburg-Wedowee complex, 2 to 6 percent slopes,
eroded (LwB2).-The soils of this complex are on rather
small ridges in the northeastern part of the county. In
a typical mapped area, about 60 percent of the acreage
is Louisburg soil, 38 percent is Wedowee soil, and 2 per-
cent is Durham, Vance, and other soils.
The Louisburg soil of this complex has a grayish-
brown to light yellowish-brown surface layer of loamy
sand 4 to 8 inches thick. Its subsoil is light yellowish-
brown to yellowish-red, very friable to loose sandy loam
15 to 35 inches thick.
The Wedowee soil has a surface layer 3 to 7 inches
thick. In many places its surface layer is a mixture of
the remaining original surface soil and of material from
the subsoil. In the less eroded areas, the surface layer is
grayish-brown to pale-brown sandy loam. The color
ranges to strong brown and the texture ranges to saner:
clay loam, however, in severely eroded spots, and those
areas make up from 5 to 10 percent of the total acreage
in the mapping unit. The subsoil is yellowish-brown to
yellowish-red, firm sandy clay loam 9 to 20 inches thick.
Included with these soils in mapping were some areas
in which from 20 to 50 percent of the surface is covered
with pebbles and cobblestones. In those areas from 20 to :50
percent of the surface layer consists of pebbles and
cobblestones.
In the Louisburg soil, infiltration is good. In the Wed-
owee soil, it is only fair. Surface runoff is medium, an d
the hazard of further erosion is severe. The Louisbur_,
soil is easy to keep in good tilth and can be worked
throughout a wide range of moisture content. The Wed-
owee soil is difficult to keep in good tilth, but it can bo
worked throughout a fairly wide range of moisture
content.
Most of the acreage is in forest, but these soils are
fairly well suited to many of the locally grown cropF,
Intensive practices that effectively control runoff an(.
erosion are needed in the cultivated areas. (Capability
unit IIIe-4, woodland suitability group 12, wildlife suit-
ability group 4)
Louisburg-Wedowee complex, 6 to 10 percent slopes
(LwQ.-The soils of this complex are on side slopes of
medium length in uplands in the northeastern part of
the county. In a typical mapped area, about 60 percent
of the acreage is Louisburg soil, 38 percent is Wedowec
soil, and 2 percent is Durham, Vance, and other soils
The Louisburg soil has a dark grayish-brown to light
yellowish-brown surface layer of loamy sand 4 to
inches thick. Its subsoil is light yellowish-brown to
yellowish-red, very friable to loose sandy loam 15 to 3(
inches thick.
WAKE COUNTY, .NORTH CAROLINA
Intltration is good, and surface runoff is slow to
ponde 1. If this soil has been drained, it is easy to keep
• 111 good tilth. Because of a slowly permeable subsoil
however, tillage can be performed within only a fairly
llarroW range of moisture content.
1\Iost of the acreage is in forest, but a small acreage
is in pasture or is cultivated. Where this soil is properly
drained. it is fairly well suited to pasture, hay, and some
row crops. Wetness and the slowly permeable subsoil are
the main limitations to use for crops. Drainage of this
soil is dillicult. Nevertheless, if cultivated crops are to be
grown, a. complete system of surface and subsurface
drainage is needed. (Ca ability unit IIIw-2, woodland
suitability group 4, wildlife suitability group 2)
i
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Wake Series
The Wake series consists of gently sloping to moderate-
ly steep, somewhat excessively drained soils that are very
shallow over hard rock. These soils occupy rather large
areas on Piedmont uplands, primarily in the northeast-
ern part of the county. They are on side slopes and on
rounded (I ig-ides where the difference in elevation is about
50 feet between the highest and the lowest points. The
soils have. formed under forest in material that weathered
from granite, gneiss, and other acidic rocks. The water
table remains below the solum.
Natural fertility and the content of organic matter are
low. Permeability is moderately rapid, the available
water capacity is very low, and the shrink-swell poten-
tial is low. Except in areas that have received lime, these
soils are strongly acid. Response is fairly good if suit-
able applications of lime and fertilizer are made.
In this comity Wake soils are not important for farm-
Most of the acreage is in forest.
Representative profile of a Wake gravelly loamy sand,
1.4 miles east of Wake Crossroads on county road No.
2224, 0.15 of a mile south on a private road, in a small
Cultivated field south of the road :
Al)-0 to 6 inches, brown (10YR 5/3) gravelly loamy sand;
single grain ; loose when moist or dry ; contains many
coarse quartz sand particles and many feldspar parti-
cles ; strongly acid ; abrupt, wavy boundary.
C-6 to 15 inches, yellow (10YR 7/6) loamy sand ; single
grain ; loose when moist or dry ; contains common
fine pebbles and many feldspar particles ; strongly
acid; clear, wavy boundary.
R-15 inches +, light-colored granite that is high in content
of quartz.
The color of the surface layer ranges from brown or very
dark grayish brown to light yellowish brown. The color of
the C horizon ranges from yellow to yellowish brown. In
places the C horizon contains particles of unweathered feld-
Fpar, mica, and other dark minerals, as well as particles of
quartz. In places the texture throughout the profile is gravelly
loamy sand instead of loamy sand. Depth to hard rock is
only 20 inches or less.
1vake soils occur with Louisburg soils. They are shallower
ocer bedrock than are the Louisburg soils.
1'Vake soils 2 to 10 percent slopes (WkQ.-These soils
on small ridges and side slopes in the uplands. They
6 a surface layer of very dark grayish-brown to light
fish brown loamy sand or gravelly loamy sand 2 to
1hehes thick. Beneath the surface layer is yellow to
wish-brown loamy sand 0 to 14 inches thick.
57
Infiltration is good, and surface runoff is medium to
rapid. The hazard of erosion is very severe. These soils
are easy to keep in of tilth and can be worked through-
out a wide range of moisture content. , The coarse texture
and the bedrock near the surface make the soils very
droughty during dry seasons. Leaching of mobile plant
nutrients takes. place during rainy seasons.
Most of the acreage is in forest, but some of it is
cultivated or in pasture. These soils are suited to only a
few of the locally grown crops. Very intensive practices
that effectively control runoff and erosion are needed in
the cultivated areas. (Capability unit IVe-3, woodland
suitability group 12, wildlife suitability group 4)
Wake soils, 10 to 25 percent slopes (WkE).-These soils
are on side slopes bordering drainageways in the uplands.
Their surface layer is very dark grayish-brown to light
yellowish-brown loamy sand or gravelly loamy sand 2 to 10
inches thick. It is underlain by yellow to yellowish-brown
loamy sand 0 to 10 inches thick.
Infiltration is good. Surface runoff is very rapid.
Because of bedrock near the surface and slopes, these
soils should be kept in forest. They are not suitable for
cultivation. (Capability unit VIIe-1, woodland suit-
ability group 12, wildlife suitability group 4)
Wedowee Series
The Wedowee series consists of gently sloping to
moderately steep soils that are deep and well drained.
These soils are on Piedmont uplands, mostly in the
northeastern part of the county, but some scattered areas
are in other parts. They are on side slopes and on
rounded divides where the difference in elevation is about
50 feet between the highest and the lowest points. The
soils have formed under forest in material that weathered
from granite, gneiss, and other acidic rocks. The water
table remains below the solum.
Natural fertility and the content of organic matter are
low, permeability is moderate, and the available water
capacity is medium. The shrink-swell potential is moder-
ate. Except in areas that have received lime, these soils
are strongly acid. Response is good if suitable applica-
tions of lime and fertilizer are made.
The Wedowee soils of Wake County are important for
farming. Much of the acreage is cultivated or in pasture,
but part of it is in forest or in other uses.
Representative profile of a Wedowee sandy loam in a
cultivated field one-half mile north and one-fourth mile
west of the Lockhart School on a paved road, 1 mile
north on a gravel road, and 10 yards east of road :
Ap-0 to 7 inches, brown (10YR 5/3) sandy loam; weak, fine
and medium, granular structure; very friable when
moist; many fine, fibrous roots ; many fine pores ; few
fine mica flakes ; medium acid ; abrupt, wavy bound-
ary.
I321t-7 to 12 inches, strong-brown (7.5YR 5/6) clay loam;
weak, fine and medium, subangular blocky structure ;
firm when moist, sticky and slightly plastic when
wet; common, fine, fibrous roots; common fine pores;
thick clay films on most ped surfaces ; few fine mica
flakes; strongly acid; abrupt, smooth boundary.
B22t-12 to 18 inches, yellowish-red (5YR 5/6) clay loam;
common, medium, faint, reddish-yellow mottles ; mod-
erate, medium and fine, subangular blocky structure;
friable when moist, sticky and slightly plastic when
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Precipitation Frequency Data Server
" . POINT PRECIPITATION`
JfZ FREQUENCY ESTIMATES i
AS 14 vwt
FROM NOAA ATL
,N,?
RALEIGH NC STATE UNIV, NORTH CAROLINA (31-7079) 35.7944 N 78.6989 W 400 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M. Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed May 20 2009
Page 1 of 2
Confidence Limits Seasonality Location Maps Other Info. 11 GIS data 11 Maps 11 Docs 1[ Return to State I
Estimates
60120
__11 1 ARI 5 10 15 30 z?, 12 RH E_da- ZI 30 ZI
*) - - - ..r 6 hr - 7 dsv - ears min min min min mm min hr d 0.40 0.64 0.80 1.10 1.37 1.60 1.69 2.04 2.41 2.87 3.32 3.71 4.30 4.91 6.57 8.16 10.40 12.48
0 0.47 0.75 0.94 1.30 1.64 1.92 2.03 2.44 2.89 3.46 3.99 4.45 5.14 5.84 7.76 9.60 12.19 14.56
0 0.54 0.87 1.10 1.56 2.00 2.36 2.51 3.02 3.58 4.35 4.97 5.49 6.25 7.02 9.17 11.17 13.95 16.47
10 0.60 0.96 1.22 1.76 2.29 2.73 2.92 3.52 4.20 5.04 5.74 6.31 7.14 7.94 10.28 12.38 15.31 17.94
25 0.66 1.06 1.34 1.98 2.64 3.18 3.45 4.18 5.01 5.98 6.78 7.43 8.36 9.19 11.79 13.98 17.07 19.83
50 0.71 1.13 1.43 2.15 2.91 3.55 3.89 4.72 5.71 6.73 7.59 8.32 9.32 10.17 12.97 15.21 18.41 21.25
100 0.75 1.19 1.50 2.30 3.17 3.91 4.32 5.27 6.41 7.50 8.43 9.22 10.31 11.16 14.16 16.43 19.72 22.61
200 0.78 1.24 1.56 2.44 3.42 4.26 4.77 5.84 7.16 8.28 9.29 10.15 11.32 12.16 15.37 17.65 21.00 23.95
500 0.82 1.30 1.63 2.60 3.73 4.72 5.36 6.61 8.18 9.36 10.46 11.42 12.70 13.52 17.01 19.27 22.68 25.67
1000 0.85 1.34 1.68 2.72 3.97 5.09 5.86 7.25 9.05 10.21 11.37 12.42 13.79 14.58 18.27 20.51 23.94 26.96
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Preciptitation Freauencv Estimates Ifinchesl 11
ARI
* 5 10
? 15
? 30 60 120 M M 12
? 24
? ? 4
o 7
o 10
o 20
o 30
a 45 60

ears
min
mm
min
min
J
min
L _j
min
hr
hr
hr
da
da
da
da
da
da
o
da
o
1 I UU 44 JUU 7J UJ 1? 7_U 1I 10 11176 11 6 12? 21 122 63) 3]13 6 13? 98114 59 115 117 118 10.98 13.13
0 0.51 0.82 1.03 1.43 1.79 2.10 2.23 2.68 3.16 3.73 4.29 4.77 5.48 6.22 8.26 10.19 12.85 15.33
0 0.59 0.94 1.20 1.70 2.18 2.59 2.76 3.31 3.92 4.68 5.35 5.87 6.67 7.47 9.76 11.85 14.71 17.32
10 0.65 1.05 1.32 1.92 2.50 2.99 3.21 3.85 4.59 5.42 6.17 6.75 7.61 8.45 10.94 13.14 16.13 18.88
25 0.72 1.15 1.46 2.16 2.87 3.48 3.77 4.55 5.45 6.44 7.28 7.95 8.90 9.79 12.54 14.84 18.00 2089
.50 0.77 1.23 1.55 2.34 3.17 3.88 4.25 5.14 6.18 7.24 8.16 8.89. 9.93 10.83 13.81 16.15 19.42 22.41
100 0.81 1.29 1.63 2.50 3.45 4.27 4.72 5.72 6.94 8.06 9.06 9.87 10.99 11.89 15.09 17.47 20.82 1 23.87 -1 -1 200 0.85 1.35 1.70 2.65 3.72 4.66 5.20 6.33 7.73 8.92 9.99 10.87 12.09 12.98 16.39 18.79 22.19 25.29
500 0.89 1.41 1.78 2.83 4.06 5.15 5.85 7.16 8.83 10.09 11.27 12.25 13.59 14.44 18.15 20.54 24.02 27.15
1000 0.93 1.46 1.83 2.97 4.34 5.57 6.40 7.88 9.78 11.02 12.26 13.33 14.77 15.59 19.55 21.90 25.39 28.54
`The upper bound of the confidence Interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
3lease refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates inches
5 10 57, 30 60 120 F3 6 12 24 48 4 7 10 20 30 45 [4?
min min min min hr hr r hr 11 , hr day day day 11 day day 11 day 0.37 0.59 0.74 1.01 1.26 1.46 1.55 1.87 2.21 2.67 3.09 3.47 4.04 4.61 6.18 7.69 9.88 11.86
0 0.43 0.69 0.87 1.20 1.50 1.75 1.86 2.25 2.65 3.23 3.72 4.16 4.82 5.48 7.30 79074F1 58 13.84
inn???n?n?nn?r?r-?r--??r?r-
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Precipitation Frequency Data Server Page 2 of 2
L 5 J 0.50 0.80 1.01 1.43 1.83 2.15 2.29 2.77 3.28 4.05 4.63 5.13 5.86 6.58 8.62 10.51 13.23 15.62
10 0.55 0.88 1.11 1.61 2.10 2.48 2.66 3.22 3.83 4.69 5.34 5.89 6.68 7.44 9.65 11.63 14.51 17.01
0.60 0.96 1.22 1.81 2.41 2.87 3.12 3.79 4.54 5.55 6.28 6.91 7.80 8.59 11.04 13.11 16.16 18.78
0.64 1.02 1.30 1.95 2.65 3.19 3.49 4.26 5.13 6.23 7.02 7.72 8.67 9.48 12.12 14.24 17.39 20.09
100 0.68 1.07 1.36 2.08 2.86 3.49 3.85 4.71 5.71 6.92 7.77 8.53 9.56 10.38 13.19 15.36 18.57 21.34
200 0.70 1.11 1.41 2.19 3.07 3.78 4.22 5.17 6.30 7.62 8.54 9.36 10.46 11.28 14.27 16.46 19.74 22.56
500 0.73 1.16 1.46 2.31 3.32 4.15 4.69 5.77 7.08 8.57 9.57 10.48 11.68 12.50 15.73 17.90 21.25 24.12
1000 0.75 1.18 1.49 2.40 3.51 4.44 5.07 6.26 7.72 9.31 10.37 11.35 12.63 13.42 16.85 19.00 22.39 25.29
`The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than,
"These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
'lease refer to NOAA At;as 14 0ocumant for more iii of mabon. P:OTE: Foy atting pr events estimT ;es near zero to appear as zero.
Text version of tables
•

ittp://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statename=NORTH+C... 5/20/2009
'recipitation Frequency Data Server Page 1 of 2
' POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
RALEIGH NC STATE UNIV, NORTH CAROLINA (31-7079) 35.7944 N 78.6989 W 400 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed May 20 2009
Confidence Limits Seasonality Location Map Other Info. GIS data Maps Docsetum to State I
Precipitation Intensitv Estimates (in/hr)
ARI
*
5 non 10
- 15
- 30
- 611 11111 [3
:1h
6 hr 2
? 24
? 48
? 4
? 77 10
? 20 30 45 60
)

ears

min

min

min

min

min

hr

hr

hr

da

da
I I

da

da
I I

da
d j
day I
4.82 3.86 3.21 2.20 1.37 0.80 0.56 0.34 0.20 0.12 0.07 0.04 0.03 0.02 FOOT] 0.01 0.01 0.01
5.64 4.51 3.78 2.61 1.64 0.96 0.68 0.41 0.24 0.14 0.08 0.05 0.03 0.02 0.02 0.01 0.01 0.01
6.49 5.20 4.38 3.11 2.00 1.18 0.84 0.50 0.30 0.18 0.10 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.21 5.76 4.86 3.52 2.29 1.36 0.97 0.59 0.35 0.21 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
25 7.94 6.34 5.35 3.96 2.64 1.59 1.15 0.70 0.42 0.25 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01
50 8.48 6.76 5.70 4.30 2.91 1.78 1.29 0.79 0.47 0.28 0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.01
100 8.98 7.13 6.01 4.60 3.17 1.95 1.44 0.88 0.53 0.31 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
200 9.38 7.44 6.26 4.87 3.42 2.13 1.59 0.97 0.59 0.35 0.19 0.11 0.07 0.05 0.03 0.02 0.02 0.02
500 9.84 7.78 6.53 5.20 3.73 2.36 1.79 1.10 0.68 0.39 0.22 0.12 0.08 0.06 0.04 0.03 0.02 0.02
1000 10.20 8.03 6.72 5.44 3.97 2.55 1.95 1.21 0.75 0.43 0.24 0.13 0.08 0.06 0.04 0.03 0.02 0.02
* Upper bound of the 90% confidence interval
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
'lease refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Intensitv Estimates (in/hr) 1?
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0 5.18 4.14 3.47 2.40 1.50 0.88 0.62 0.37 0.22 0.13 0.08 0.04 0.03 0.02 0.02 0.01 0.01 0.01
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'These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval.
please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Precipitation Frequency Data Server
L 5 J 5.96 4.78 4.03 2.86 1.83 1.07 0.76 0.46 0.27 0.17 0.10 0.05 0.03 0.03 0.02 0.01 0.01 0.01
10 6.60 5.28 4.46 3.23 2.10 1.24 0.89 0.54 0.32 0.20 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
7.26 5.78 4.88 3.62 2.41 1.44 1.04 0.63 0.38 0.23 0.13 0.07 0.05 0.04 0.02 0.02 0.01 0.01
7.72 6.14 5.18 3.90 2.65 1.60 1.16 0.71 0.43 0.26 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
100 8.10 6.44 5.42 4.15 2.86 1.74 1.28 0.79 0.47 0.29 0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.01
200 8.44 6.68 5.62 4.38 3.07 1.89 1.40 0.86 0.52 0.32 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
500 8.77 6.94 5.82 4.63 3.32 2.08 1.56 0.96 0.59 0.36 0.20 0.11 0.07 0.05 0.03 0.02 0.02 0.02
1000 796,17 .10 5.94 4.81 3.51 2.22 1.69 1.05 0.64 0.39 0.22 0.12 0.08 0.06 0.04 0.03 0.02 0.02
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less
"These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to NOAA Alas 14 Document fur more Infon-nation. NOTE: FomnaNt ig prevents estimates near Zero to appear as zero.
Text version of tables

•
Page 2 of 2
http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=nd&statename=NORTH+C... 5/20/2009
ANTI-FLOTATION BLOCK CALCULATIONS
• WET POND
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete
Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
48 in
48 in
333
326
7.0 ft
0 in
18 in
16.0 sf
136.0 cf
8486 Ibs
150 pcf
3600 Ibs
0 Ibs
3600 Ibs
150 pcf
2.0 ft
6.0 ft
10800 Ibs
14400 Ibs
1.70 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
' BIO RETENTION AREA J

Buoyancy Calculations
Length of Riser (inside dimension) 24 in
Width of Riser (inside dimension) 24 in
Elev. Of Top of Riser 325
Invert of Barrel 321.67
Height of Riser 3.3 ft
Wall thickness 0 in
Ht. from Inv. of barrel to top of footing 18 in
Outside area of box 4.0 sf
Volume of Water Displaced 19.3 cf
Weight of Water Displaced 1206 Ibs
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete 150 pcf
Concrete pour from barrel invert 900 Ibs
to top of footing
Weight of Box 0 Ibs
Total weight above footing 900 Ibs
Anti-Flotation Block Calculations
Assume Wt of Concrete = 150 pcf
Thickness of footing 1.0 ft
Length/Width of footing 3.0 ft
Total Weight of footing 1350 Ibs
Total weight of Box+footing 2250 Ibs
FACTOR OF SAFETY 1.87 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• BIO RETENTION AREA K
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete
Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
30 in
30 in
301
296.67
4.3 ft
0 in
18 in
6.3 sf
36.4 cf
2274 Ibs
150 pcf
1406 Ibs
0 Ibs
1406 Ibs
150 pcf
1.0 ft
4.0 ft
2400 Ibs
3806 Ibs
1.67 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• B10 RETENTION AREA L
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete
Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
30 in
30 in
309
305.67
3.3 ft
0 in
18 in
6.3 sf
30.2 cf
1884 Ibs
150 pcf
1406 Ibs
0 Ibs
1406 Ibs
150 pcf
1.5 ft
3.0 ft
2025 Ibs
3431 Ibs
1.82 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• BIO RETENTION AREA M
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete
Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
30 in
30 in
309
305.67
3.3 ft
0 in
18 in
6.3 sf
30.2 cf
1884 Ibs
150 pcf
1406 Ibs
0 Ibs
1406 Ibs
150 pcf
1.5 ft
3.0 ft
2025 Ibs
3431 Ibs
1.82 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• WET POND N
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete
• Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
36 in
36 in
305
298.75
6.3 ft
0 in
18 in
9.0 sf
69.8 cf
4352 Ibs
150 pcf
2025 Ibs
0 Ibs
2025 Ibs
150 pcf
1.5 ft
5.0 ft
5625 Ibs
7650 Ibs
1.76 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• BIO RETENTION AREA 0
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete
Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
30 in
30 in
314
309.67
4.3 ft
0 in
18 in
6.3 sf
36.4 cf
2274 Ibs
150 pcf
1406 Ibs
0 Ibs
1406 Ibs
150 pcf
1.0 ft
4.0 ft
2400 Ibs
3806 Ibs
1.67 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• BIO RETENTION AREA P
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weieht of Box
Assume Weight of Concrete
Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
30 in
30 in
316
311.67
4.3 ft
0 in
18 in
6.3 sf
36.4 cf
2274 Ibs
150 pcf
1406 Ibs
0 Ibs
1406 Ibs
150 pcf
1.0 ft
4.0 ft
2400 Ibs
3806 Ibs
1.67 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• BIO RETENTION AREA Q
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete
Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
24 in
24 in
317
313.67
3.3 ft
O in
18 in
4.0 sf
19.3 cf
1206 Ibs
150 pcf
900 Ibs
0 Ibs
900 Ibs
150 pcf
1.0 ft
3.0 ft
1350 Ibs
2250 Ibs
1.87 OK
E
ANTI-FLOTATION BLOCK CALCULATIONS
• BIO RETENTION AREA R
Buovancv Calculations
Length of Riser (inside dimension)
Width of Riser (inside dimension)
Elev. Of Top of Riser
Invert of Barrel
Height of Riser
Wall thickness
Ht. from Inv. of barrel to top of footing
Outside area of box
Volume of Water Displaced
Weight of Water Displaced
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete
Concrete pour from barrel invert
to top of footing
Weight of Box
Total weight above footing
Anti-Flotation Block Calculations
Assume Wt of Concrete =
Thickness of footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
30 in
30 in
337
333.67
3.3 ft
0 in
18 in
6.3 sf
30.2 cf
1884 Ibs
150 pcf
1406 Ibs
0 Ibs
1406 Ibs
150 pcf
1.0 ft
4.0 ft
2400 Ibs
3806 Ibs
2.02 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
.° 810 RETENTION AREA S

Buoyancy Calculations
Length of Riser (inside dimension) 36 in
Width of Riser (inside dimension) 36 in
Elev. Of Top of Riser 347
Invert of Barrel 343.67
Height of Riser 3.3 ft
Wall thickness 0 in
Ht. from Inv. of barrel to top of footing 18 in
Outside area of box 9.0 sf
Volume of Water Displaced 43.5 cf
Weight of Water Displaced 2713 Ibs
(assume 62.4 pcf)
Weight of Box
Assume Weight of Concrete 150 pcf
Concrete pour from barrel invert 2025 Ibs
to top of footing
Weight of Box 0 Ibs
Total weight above footing 2025 Ibs
Anti-Flotation Block Calculations
Assume Wt of Concrete = 150 pcf
Thickness of footing 1.0 ft
Length/Width of footing 4.0 ft
Total Weight of footing 2400 Ibs
Total weight of Box+footing 4425 Ibs
FACTOR OF SAFETY 1.63 OK
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•
WE T ? 0ti'4? Y
3Qo
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1
E
N
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CO
a
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
91U = (o ?o.03 CFS
?j?F = 3t"
C?
sv
OPI-
KAV
LEN6T-4 2y ,
Rev. 12/93
wt?,T?}@, -i?E = 3* 36" . 5' 8.06.3
aj 774 Ca C-- AA 2 t) 3 Z -7
Ou luu 200 500 1000
Discharge (ft3/sec)
Appendices
•
3 lob ETF_ N7'r0A-) T
3Qo
i
L0.
4
m
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a
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tr
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition J, < 0.5 diameter).
w/ ATH F N"5 57 Z)v iuu Z00 500 1000
?fa= -7 93 cis
4 = sit
MAY'
ON t.6 /U6714 r /p / Oy/N
w?bTN Ca ?iAE - 3x S-
Rev* 12/93 , , 8.06.3
Discharge (ft3/sec)
Appendices
•
L? 1 O Z ETF/U?i OAJ K
3Qn -,--7
4

w
m
N
Q
CO
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tt
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Yi 0 = / 9. ?1 eFS
'r oe = 2 y„
d? ^ G (MAN)
?Ax -l s'4 4 Ktirss
LF_tiGi? = l3'
Re . 12/93 8.06.3
•? I.V W 1uu 200 500 1000
Discharge (ft3/sec)
Appendices
•
3Qn
I U? F TFN7-/UrLJ (?
t
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1
Q
N
Q
CO
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tr
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
9,o - 3 U, SU cFS
SO
Ax 9 „
lezlUESS
lrE?uG7rJ . %S
Rev. 1Zg/93
w?ZSv4(a Pt?F- c 3,1, 2- 4„ = ?0 8.06.3
ujII rH 2- F-/L/X -- 13 -1- 2 ' = 2Oi
•" cv su 100 200 500 1000
Discharge (ft3/sec)
Appendices
•

390
I
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t1
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
;0' 17. t./
o= 29"=Z
qSz) = b it
d o,X
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3
?TxH
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-? Ou iuu 200 500 1000
Discharge (ft3/sec)
Appendices
• WI_, T >6/V ? N
390
?T
4
•
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Q
CO
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O
a
Du 1uu 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Yv = 32.2 9 CFS
O= 2.`1"%Z '
d? = 7
X'
Rev. 12/93
LEiU677f = 26' t 8.06.3
2Z'
wi?71+ e &A)' 2 v'+- 2'z
Appendices
•
10 Z E-TE/t, 770/U
3Qo ---IT
I•
•
E
_N
Q
as
i
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tr
O
70
-- Uu iuu 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
irJ = 2(a. y(, CPS
4?= 2y
dsv = ?„
dlqA)( 5-
cK.Nf SS = /• S A n1 " jy
EiLGrH = / ('
Rev. 12/9
wi??N e- '. 8.06.3
Appendices
•
3Qn -1--T
l0?,E Ti1-NT/Urtl Y
t
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a)
N
CO
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tY
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LO
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(? Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
`p7 O = 2 y. G cps
d? = 6" (M// V)
7M C f-'V6 SS
LE?v6774 = Ifd `
Rev. 12/93
W1 ? 714 Q ?f E ` 3* 2 ro 8.06.3
GV ou 100 200 500 1000
Discharge (ft3/sec)
Appendices
•
TEiv Ti0IU
3Q„ -1--T
4
•
w
m
N
a
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L
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tr
O
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
7.23
g" -1S
45U = !o ?? MIN/
NIX = / SSE ?o q ? ??
L-Ei4+67 4 = /0' CM/N)
Rev. 12/93
8.06.3
W?p /?f?? 3'EI?I?- 515 ,
TM @
•? cv 5u 100 200 500 1000
Discharge (ft3/sec)
Appendices
0
flog C- iF1,v7-1u.,u R
390 9 2

1
-- Ju luu z00 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Qi? _ /F y2 cF.S
qso CMIN)
lS*6?' 9?,
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LEtiGTr/ = /3'
Rev. 12/93
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Q10 = 28. 28 cFS
0 - 30" -2S'
dV .?
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c/cMESS 1ST
L tE,,U 6774 = /.5"
Rev. 12/93
W!I?TN @ ?t?IA 3Z•sr 8.06.3
aV LV 5u IN 200 500 1000
Discharge (ft3/sec)
•
WET POND
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-?-MULKEY CALCULATION
SHEET PAGE OF
ENGINEERS & CONSULTANTS
NT SUBJECT Prepared By -ft Date
JECT No. SQL 7;o LA l?rll 7_ Reviewed By M/+ Date
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Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052 Tuesday, Dec 22, 2009
• Pond No. 1 - WET POND I
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 326.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 326.00 715 0 0
1.00 327.00 1,735 1,188 1,188
2.00 328.00 2,608 2,157 3,344
3.00 329.00 3,630 3,105 6,449
4.00 330.00 4,762 4,183 10,632
4.50 330.50 5,969 2,677 13,309
5.00 331.00 7,836 3,440 16,749
5.25 331.25 8,971 2,099 18,848
6.00 332.00 9,881 7,066 25,914
7.00 333.00 11,904 10,876 36,790
8.00 334.00 13,007 12,450 49,240
9.00 335.00 15,000 13,990 63,230
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 36.00 2.00 Inactive 0.00 Crest Len (ft) = 12.56 25.00 0.00 0.00
Span (in) = 36.00 2.00 24.00 0.00 Crest El. (ft) = 333.00 334.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 326.00 331.25 331.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 294.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 3.06 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 / Storage / Discharg e Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Will User Total
ft cult ft cfs cfs cfs cfs cfs cfs cis cfs cfs cfs cfs
0.00 0 326.00 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- --- 0
000
1.00 1,188 327.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
2.00 3,344 328.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0.000
3.00 6,449 329.00 0.00 0.00 0.00 --- 0.00 0.00 -- --- -- --- 0
000
4.00 10,632 330.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.50 13,309 330.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0.000
5.00 16,749 331.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- 0
000
5.25 18,848 331.25 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
6.00 25,914 332.00 0.09 is 0.09 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
086
7.00 36,790 333.00 0.14 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
136
8.00 49,240 334.00 42.00 is 0.17 is 0.00 --- 41.82 0.00 --- --- --- --- .
42
00
9.00 63,230 335.00 88.77 is 0.09 is 0.00 --- 88.68 s 65.00 --- --- --- --- .
153.77
•
Watershed Model Schema#gaflow Hydrographs Extension forAutoCAD® Civil 3D® 2008 byAutodesk, Inc. v6.052
1 2
f
31W
Leciend
Hvd• Origin Description
SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
3 Reservoir WET POND I ROUTED
Project: TRADITIONS SW WET POND I.gpw Monday, Dec 21, 2009
Hydrograph Return Period F
1
'yd.
o Hydrograph Inflow Peak Outflow (cfs) Hydrograph
. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 6.376 ------- ------- ------- 45.74 ------ ------- ------- PRE DEVELOPMENT
2 SCS Runoff ----- 22.05 ------- ------- ------- 73.50 ------- ----- ------- POST DEVELOPMENT
3
I Reservoir 2 1.966 ------- ------- ------- 66.03 ------- ------- ------ WET POND I ROUTED
roj. file: TRADITIONS SW WET POND I.gpw Tuesday, Dec 22, 2009
4
Hyd rog ra p h Summary Re "dfaffow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4 Ayd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
ao. type
(origin) flow
(cfs) interval
(min) peak
(min) volume
(cult) hyd(s) elevation
(ft) strge used
(cult) description
1 SCS Runoff 6.376 2 718 18,212 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 22.05 2 718 44,750 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 1,966 2 752 44,178 2 333.12 38,294 WET POND I ROUTED
TRADITIONS SW WET POND I.gpw Return Period: 1 Year Tuesday, Dec 22, 2009
f
I?
i
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 16.890 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Monday, Dec 21, 2009
Peak discharge = 6.376 cfs
Time to peak = 718 min
Hyd. volume = 18,212 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
7.00
0 6.00
•
5.00
4.00
3.00
2.00
1.00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 11 1 1 1 1 I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 2
POST DEVELOPM ENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 16.890 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Monday, Dec 21, 2009
Peak discharge = 22.05 cfs
Time to peak = 718 min
Hyd. volume = 44,750 cuft
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
24.00
100.00
16.00
12.00
8.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' ' ' i I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Time (min)
0 - Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
*Hyd. No. 3
WET POND I ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = WET POND I
Storage Indication method used. Wet pond routing start elevation = 331.25 ft.
Q (cfs)
24.00
100.00
16.00
12.00
8.00
4.00
0.00 '
0 480
• - Hyd No. 3
WET POND I ROUTED
Hyd. No. 3 -- 1 Year
Q (cfs)
24.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, Dec 22, 2009
= 1.966 cfs
= 752 min
= 44,178 cult
= 333.12 ft
= 38,294 cuft
960
20.00
16.00
12.00
8.00
4.00
0.00
1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
- Hyd No. 2 IT1TTl-fj Total storage used = 38,294 cult
Hydrograph Summary Re Pqdi`aflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052

4
''iyd.
o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 45.74 2 718 92,126 ------ ----- ------ PRE DEVELOPMENT
2 SCS Runoff 73.50 2 716 148,418 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 66.03 2 720 147,840 2 334.27 52,633 WET POND I ROUTED
TRADITIONS SW WET POND I.gpw Return Period: 10 Year Tuesday, Dec 22, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPME NT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 16.890 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
50.00
•
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' ' i I i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Monday, Dec 21, 2009
Peak discharge = 45.74 cfs
Time to peak = 718 min
Hyd. volume = 92,126 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
560
Time (min)
- Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
POST DEVELOPM ENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 16.890 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
80.00
G0.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 L' i i 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 2 Time (min)
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Monday, Dec 21, 2009
Peak discharge = 73.50 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
716 min
148,418 cult
73
Oft
5.00 min
Type II
484
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
WET POND I ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = WET POND I
Tuesday, Dec 22, 2009
Peak discharge = 66.03 cfs
Time to peak = 720 min
Hyd. volume = 147,840 cuft
Max. Elevation = 334.27 ft
Max. Storage = 52,633 cuft
Storage Indication method used. Wet pond routing start elevation = 331.25 ft.
Q (cfs)
80.00
&0.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 I I i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• - Hyd No. 3 Hyd No. 2 QLIIM' Total storage used = 52,633 cuft Time (min)
WET POND I ROUTED
Hyd. No. 3 -- 10 Year
•
BIORETENTION AREA J

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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
Pond No. 1 - BIORETENTION J
•
i Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 324.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 324.00 1,735 0 0
1.00 325.00 2,538 2,124 2,124
2.00 326.00 3,128 2,828 4,951
Culvert/ Orifice Structures Weir Structures
[A] IBl [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 20.00 0.00 0.00
Span (in) = 18.00 0.00 0.00 0.00 Crest El. (ft) = 325.00 325.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 321.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 100.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.67 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) = 1.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir riser
Stage / Storage / Discharge Table s checked for orifice conditions (ic) and submergence (s).
Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft
0.00 cuft
0 ft cis cfs
324
00 0
00 --- cfs cfs cfs
--- cfs cfs cfs cis cis cfs

1.00
2
124 .
.
325
00 9
55 oc --- --- 0.00 0.00 --- --- 0.000 --- 0.000

2.00 ,
4,951 .
.
326.00 14.05 oc --- --- 0.00
--- --- 14
05s 0.00
18
38 --- --- 0.059 --- 0.059
. . --- --- 0.072 --- 32.51
0
Watershed Model SchemagaflowHydrographsExtension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. v6.052
1 2
f
31W
Leaend
Hvd. 2d gin Description
SCS Runoff IRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
3 Reservoir BIORETENTION M ROUTED
Project: TRADITIONS SW BIORETENTION J.gpw I Friday, Dec 18, 2009
Hydrograph Return Period HyRa4oRycPgraphsExtension forAutoCAD®Civil 3DO2008byAutodesk,Inc. v6.052
4 'yd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
io t H
d
. ype y
(s)
description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 0.740 ------- ------- ------- 5.308 ------- ------ ------ PRE DEVELOPMENT
2 SCS Runoff ------ 2.559 ------- ------- ------- 8.530 ------- ------ ------ POST DEVELOPMENT
3 Reservoir 2 0.187 ------- ----- ------- 7.934 ------- ------- ------ BIORETENTION M ROUTED
Proj. file: TRADITIONS SW BIORETENTION J.gpw Friday, Dec 18, 2009
r
Hydrograph Summary Re PqdPaf<ow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
r
''yd. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 0.740 2 718 2,113 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 2.559 2 718 5,193 ------ ------ ------ POST DEVELOPMENT
3
} Reservoir 0.187 2 750 903 2 325.03 2,204 BIORETENTION M ROUTED
TRADITIONS SW BIORETENTION J.gpw Return Period: 1 Year Friday, Dec 18, 2009
F,
Hydrograph Report
Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
2 min
1.960 ac
0.0%
USER
2.87 in
24 hrs
Friday, Dec 18, 2009
Peak discharge = 0.740 cfs
Time to peak = 718 min
Hyd. volume = 2,113 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
PRE DEVELOPMENT
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00
• 0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
0 Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 1.960 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
3.00
Friday, Dec 18, 2009
Peak discharge = 2.559 cfs
Time to peak = 718 min
Hyd. volume = 5,193 cuft
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
•
•
2.00
1.00
0.00
Q (cfs)
3.00
2.00
1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
- Hyd No. 2 Time (min)
Hydrograph Report
Hyd. No. 3
BIORETENTION M ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION J
Friday, Dec 18, 2009
Peak discharge = 0.187 cfs
Time to peak = 750 min
Hyd. volume = 903 cuft
Max. Elevation = 325.03 ft
Max. Storage = 2,204 cuft
Storage Indication method used. ExHitration extracted from Outflow.
Q (cfs)
3.00

2.00
1.00
0.00 ' '
0 120
• Hyd No. 3
BIORETENTION M ROUTED
Hyd. No. 3 -- 1 Year
240 360 480 600 720 840 960
Hyd No. 2 MIME Total storage used = 2,204 cuft
Q (cfs)
3.00
2.00
1.00
-1- 0.00
1080
Time (min)
Hydrograph Summary Re PqdPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk. Inc. v6.052
4
'Iyd.
o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 5.308 2 718 10,691 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 8.530 2 716 17,223 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 7.934 2 718 12,390 2 325.52 3,576 BIORETENTION M ROUTED
TRADITIONS SW BIORETENTION J.gpw Return Period: 10 Year Friday, Dec 18, 2009
r
Hydrograph Report
Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 1.960 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 5.308 cfs
Time to peak = 718 min
Hyd. volume = 10,691 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
6.00
05.00
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 i 1
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• - Hyd No. 1 Time (min)
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 1.960 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 8.530 cfs
Time to peak = 716 min
Hyd. volume = 17,223 cuft
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
10.00
•
8.00
6.00
4.00
2.00
0.00 -L
• 0
120 240 360 480 600 720 840
- Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Q (cfs)
10.00
8.00
6.00
4.00
2.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
0
BIORETENTION AREA K
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
Pond No. 1 - BIORETENTION K
• Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 300.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 300.00 6,144 0 0
1.00 301.00 7,400 6,762 6,762
2.00 302.00 8,400 7,894 14,656
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 0.00 0.00 0.00 Crest Len (ft) = 7.85 20.00 0.00 0.00
Span (in) = 24.00 0.00 0.00 0.00 Crest El. (ft) = 301.00 301.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 296.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 24.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.79 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) = 1.000 (by Contour)
Multi-Stage = n/a No No 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 / Storage / Discharg e Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
•' 0.00 0 300.00 0.00 --- --- 0.00 0.00 --- 0.000 - 0.000
1.00 6,762 301.00 23.09 is ---
0.00 0.00 --- --
0.171 --- 0.171
2.00 14,656 302.00 26.14 is --- --- --- 26.14 18.38 --- --- 0.194 --- 44.72
E
Watershed Model SchemadfaflowHydrographsExtension for AutoCADOCivil 3DO2008by Autodesk,Inc. v6.052
1 2
3?
Legend
Hvd• 2dgin Description
SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION K ROUTED
Project: TRADITIONS SW BIORETENTION K.gpw Friday, Dec 18, 2009
Hydrograph Return Period HyExtension forAutoCAD®Civil 3DO2008 byAutodesk, Inc. v6.052
4
4
4
Hy d.
J Hydrograph Inflow Peak Outflow (cfs) Hydrograph
'
o. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ----- 1.940 ------- --- --- ------ 13.92 ------ ------- ------- PRE DEVELOPMENT
2 SCS Runoff ------ 6.711 ------- ------- ------- 22.37 ------- ------- ------- POST DEVELOPMENT
3 Reservoir 2 0.159 ------- ------- ------- 19.28 ------- ------- ------ BIORETENTION K ROUTED
Proj. file: TRADITIONS SW BIORETENTION K.gpw Friday, Dec 18, 2009
H yd rog ra p h Summary Re POydPaffow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
r

''yd.
;o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 1.940 2 718 5,542 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 6.711 2 718 13,618 ----- ------ ------ POST DEVELOPMENT
3 Reservoir 0.159 2 814 944 2 301.02 6,914 BIORETENTION K ROUTED
TRADITIONS SW BIORETENTION K.gp Return Period: 1 Year Friday, Dec 18, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 5.140 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
2.00

1.00
0.00
•
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
Friday, Dec 18, 2009
Peak discharge = 1.940 cfs
Time to peak = 718 min
Hyd. volume = 5,542 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
0 120 240 360 480 600 720 840 960
Hyd No. 1
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
• Hyd. No. 2
POST DEVELOPM ENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 5.140 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
7.00
• 6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 11 1 1 I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 2 Time (min)
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Friday, Dec 18, 2009
Peak discharge = 6.711 cfs
Time to peak = 718 min
Hyd. volume = 13,618 cuft
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION K ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION K
Friday, Dec 18, 2009
Peak discharge = 0.159 cfs
Time to peak = 814 min
Hyd. volume = 944 cuft
Max. Elevation = 301.02 ft
Max. Storage = 6,914 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
7.00
06.00
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0 120
• Hyd No. 3
BIORETENTION K ROUTED
Hyd. No. 3 -- 1 Year
240 360 480 600 720 840 960
Hyd No. 2 [IIIDME Total storage used= 6,914 cuft
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-? 0.00
1080
Time (min)
H yd rog ra p h Summary Re Ply Pa bw Hydrographs Extension for AutoCAD® Civil 3D6 2008 by Autodesk, Inc. v6.052
r
4yd.
o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 13.92 2 718 28,036 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 22.37 2 716 45,167 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 19.28 2 720 30,526 2 301.70 12,200 BIORETENTION K ROUTED
TRADITIONS SW BIORETENTION K.gp Return Period: 10 Year Friday, Dec 18, 2009
F,
L
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPME NT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 5.140 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
14.00
0 2.00
10.00
8.00
6.00
4.00
2.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' ' 1 1 i I I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 132
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Friday, Dec 18, 2009
Peak discharge = 13.92 cfs
Time to peak = 718 min
Hyd. volume = 28,036 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
0 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 5.140 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 22.37 cfs
Time to peak = 716 min
Hyd. volume = 45,167 cuft
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
24.00
00.00
16.00
12.00
8.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 2 Time (min)
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2008 by Autodesk, Inc. v6.052
*Hyd. No. 3
BIORETENTION K ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION K
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
24.00
0.00
16.00
12.00
8.00
4.00
0.00 1 '
0 120
• - Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BIORETENTION K ROUTED
Hyd. No. 3 -- 10 Year
Friday, Dec 18, 2009
= 19.28 cfs
= 720 min
= 30,526 cuft
= 301.70 ft
= 12,200 cult
240 360 480
Hyd No. 2
600 720 840 960 1080
ITIIITILL Total storage used = 12,200 cuft
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
MIL 0.00
1200
Time (min)
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Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
Pond No. 1 - BIORETENTION L
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 308.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 308.00 8,206 0 0
1.00 309.00 10,274 9,220 9,220
2.00 310.00 11,949 11,100 20,320
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 0.00 0.00 0.00 Crest Len (ft) = 7.85 25.00 0.00 0.00
Span (in) = 24.00 0.00 0.00 0.00 Crest El. (ft) = 309.00 309.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 305.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 24.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.79 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) = 1.000 (by Contour)
Multi-Stage = n/a No No 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 / Storage / Discharg e Table
Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 308.00
1
00 9
220 309
00 0.00 ___ ___ ___ 0.00 0.00 _-- ___ 0.000 --- 0.000
.
,
. 17.44 is 0.00 0.00 0.238 --- 0.238
2.00 20,320 310.00 24.48 is --- --- --- 24.48 s 22.98 --- --- 0.277 --- 47.74
0
Watershed Model S c h e m a gaflow Hydrographs Extension for AutoCAD0 Civil 3DO 2008 by Autodesk, Inc. v6.052
1 2
310
Legend
Hyd• Origin Description
SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION L ROUTED
Project: TRADITIONS SW BIORETENTION L.9pw Friday, Dec 18, 2009
Hyd rog raph Return Period Hy-dra9bRyyPographs Extension forAutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
4
4
' "yd. Hydrograph
t Inflow
H
d Peak Outflow (cfs) Hydrograph
o. ype y
(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 2.914 ------- ------- ------- 20.91 ------- ------- ------- PRE DEVELOPMENT
2 SCS Runoff ----- 10.76 ------- ------- ------- 34.74 ------- ------ ------ POST DEVELOPMENT
3 Reservoir 2 0.512 ------- ------ ------- 30.50 ------- ------- ------- BIORETENTION L ROUTED
Proj. file: TRADITIONS SW BIORETENTION L.gpw Friday, Dec 18, 2009
Hyd rog ra p h Summary Re pgdfafiow Hydrographs Extension for AutoCAD® Civil 3D8 2008 by Autodesk, Inc. v6.052
f
F-
L
''yd.
o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 2.914 2 718 8,324 ------ --- ----- PRE DEVELOPMENT
2 SCS Runoff 10.76 2 718 21,723 ----- ------ ------ POST DEVELOPMENT
3 Reservoir 0.512 2 772 3,683 2 309.06 9,907 BIORETENTION L ROUTED
TRADITIONS SW BIORETENTION L.gp Return Period: 1 Year Friday, Dec 18, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPME NT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 7.720 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 2.914 cfs
Time to peak = 718 min
Hyd. volume = 8,324 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
3.00
•
2.00
1.00
0.00 '
0 120 240
• Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
360 480 600 720 840
Q (cfs)
3.00
2.00
1.00
960 1080 1200 1320 1440 1560 0.00
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 7.720 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 10.76 cfs
Time to peak = 718 min
Hyd. volume = 21,723 cuft
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type 11
Shape factor = 484
Q (cfs)
12.00
00.00
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 -j I I
0.00
0 120 240 360 480 600 720 840 960 1080
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
1200 1320 1440 1560
- Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2008 by Autodesk, Inc. v6.052
*Ayd. No. 3
BIORETENTION L ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION L
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
12.00
0.00
Friday, Dec 18, 2009
Peak discharge = 0.512 cfs
Time to peak = 772 min
Hyd. volume = 3,683 cuft
Max. Elevation = 309.06 ft
Max. Storage = 9,907 cuft
BIORETENTION L ROUTED
Hyd. No. 3 -- 1 Year
6.00
4.00
8.00
2.00
0.00 ' '
0 120
• - Hyd No. 3
L41J 360 480 600 720 840 960
Hyd No. 2 fIIIt]IIIL] Total storage used = 9,907 cuft
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
--L_ 0.00
1080
Time (min)
Hyd rog ra p h Summary Re R PalTow Hydrographs Extension for AutoCAD® Civil 3130 2008 by Autodesk. Inc vA nA2
`+yd.
?. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 20.91 2 718 42,108 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 34.74 2 716 70,171 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 30.50 2 720 49,805 2 309.83 18,231 BIORETENTION L ROUTED
TRADITIONS SW BIORETENTION L.gp Return Period: 10 Year Friday, Dec 18, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
*Ayd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 7.720 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 20.91 cfs
Time to peak = 718 min
Hyd. volume = 42,108 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
21.00
0.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 I i
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 1 Time (min)
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
184d. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 7.720 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 34.74 cfs
Time to peak = 716 min
Hyd. volume = 70,171 cuft
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
35.00
0.00
25.00
20.00
15.00
10.00
5.00
0.00
0
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION L ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION L
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
35.00
00.00
25.00
20.00
15.00
10.00
5.00
0.00 '
0 120
• Hyd No. 3
Friday, Dec 18, 2009
Peak discharge = 30.50 cfs
Time to peak = 720 min
Hyd. volume = 49,805 cuft
Max. Elevation = 309.83 ft
Max. Storage = 18,231 cuft
BIORETENTION L ROUTED
Hyd. No. 3 -- 10 Year
240 360 480
- Hyd No. 2
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
600 720 840 960 1080 1200
11UHHE Total storage used = 18,231 cuft Time (min)
•
BIORETENTION AREA M
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
Pond No. 1 - BIORETENTION M
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 308.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 308.00 3,672 0 0
1.00 309.00 4,877 4,260 4,260
2.00 310.00 5,986 5,421 9,681
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 0.00 0.00 0.00 Crest Len (ft) = 7.85 20.00 0.00 0.00
Span (in) = 24.00 0.00 0.00 0.00 Crest El. (ft) = 309.00 309.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 305.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 24.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.79 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) = 1.000 (by Contour)
Multi-Stage = n/a No No 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 / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 308.00 0.00 _-_ __- -__ 0.00 0.00 ___ - 0.000 -
0.000
1.00 4,260 309.00 17.44 is 0.00 0.00 ?_ __
0.113 --- 0.113
2.00 9,681 310.00 24.48 is --- --- --- 24.48s 18.38 --- --- 0.139 --- 43.01
0
Watershed Model SchemaAgaflow Hydrographs Extension for AutoCAD(@ Civil 3D0 2008 by Autodesk, Inc. v6.052
1 2
3?
Legend
Hvd• Origin Description
1 SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION M ROUTED
Project: TRADITIONS SW BIORETENTION M.gpw Friday, Dec 18, 2009
Hydrograph Return Period HdrExtension for AutoCAD®Civil 3139 2008 by Autodesk, Inc. v6.052
4
Hyd.
'so Hydrograph
t
e Inflow
H
d Peak Outflow (cfs) Hydrograph
. yp y
(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 1.087 ------- ------- ------- 7.800 ------- ------- ------- PRE DEVELOPMENT
2 SCS Runoff ---- 4.807 ------- ------- ------- 14.24 ------ ------- ------- POST DEVELOPMENT
3 Reservoir 2 0.308 ------ ------- ------- 12.61 ------ ----- ------- BIORETENTION M ROUTED
Proj. file: TRADITIONS SW BIORETENTION M.gpw Friday, Dec 18, 2009
4
4
Hydrograph Summary Re ?'HydPafiow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
yyd. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 1.087 2 718 3,105 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 4.807 2 718 9,624 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 0.308 2 752 1,463 2 309.04 4,462 BIORETENTION M ROUTED
TRADITIONS SW BIORETENTION M.gp Return Period: 1 Year Friday, Dec 18, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
. Hyd. No. 1
PRE DEVELOPME NT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 2.880 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 1.087 cfs
Time to peak = 718 min
Hyd. volume = 3,105 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
•

1.00
Q (cfs)
2.00
1.00
0.00 1 I I n
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 1 Time (min)
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
*Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 2.880 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
5.00
104.00
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Friday, Dec 18, 2009
Peak discharge = 4.807 cfs
Time to peak = 718 min
Hyd. volume = 9,624 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
2.00
1.00
3.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 '
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
. Ayd. No. 3
BIORETENTION M ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION M
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
5.00
•4.00
3.00
2.00
1.00
0.00 ' '
0 120
• - Hyd No. 3
Friday, Dec 18, 2009
Peak discharge = 0.308 cfs
Time to peak = 752 min
Hyd. volume = 1,463 cuft
Max. Elevation = 309.04 ft
Max. Storage = 4,462 cuft
BIORETENTION M ROUTED
Hyd. No. 3 -- 1 Year
240 360 480 600 720 840 960
Hyd No. 2 111ITL[II] Total storage used = 4,462 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
--_ 0.00
1080
Time (min)
Hydrograph Summary Reppdfailow HydrographsExtension for AutoCAD®Civil 3DO2008by Autodesk,Inc. v6.052
Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 7.800 2 718 15,709 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 14.24 2 716 28,854 ----- ------ ------ POST DEVELOPMENT
3
I Reservoir 12.61 2 718 19,324 2 309.59 7,372 BIORETENTION M ROUTED
RADITIONS SW BIORETENTION Kgp Return Period: 10 Year Friday, Dec 18, 2009

Hydrograph Report
Hydraflow-Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
•Ayd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 2.880 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
8.00
•
6.00
4.00
2.00
0.00
•
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Friday, Dec 18, 2009
Peak discharge = 7.800 cfs
Time to peak = 718 min
Hyd. volume = 15,709 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
8.00
6.00
4.00
2.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
- Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 2.880 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
15.00
•12.00
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Friday, Dec 18, 2009
Peak discharge = 14.24 cfs
Time to peak = 716 min
Hyd. volume = 28,854 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
15.00
12.00
9.00
6.00
3.00
•
0.00
9.00
6.00
3.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 14400.00
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION M ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION M
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
15.00
•12.00
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 '
0 120
• - Hyd No. 3
Friday, Dec 18, 2009
Peak discharge = 12.61 cfs
Time to peak = 718 min
Hyd. volume = 19,324 cuft
Max. Elevation = 309.59 ft
Max. Storage = 7,372 cuft
BIORETENTION M ROUTED
Hyd. No. 3 -- 10 Year
Lou 3Zu 480 600 720 840 960
Hyd No. 2 11IT1111 I Total storage used = 7,372 cuft
9.00
6.00
3.00
000, 0.00
1080
Time (min)
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Pond No. 1 - WET POND N
0 Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 29875 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 298.75 2,047 0 0
0.25 299.00 2,766 599 599
1.25 300.00 3,124 2,943 3,542
2.25 301.00 4,144 3,622 7,164
3.25 302.00 5,325 4,722 11,886
4.25 303.00 6,681 5,990 17,875
4.50 303.25 7,075 1,719 19,594
5.00 303.75 9,083 4,029 23,623
5.25 304.00 9,568 2,331 25,954
5.50 304.25 11,344 2,611 28,564
6.25 305.00 12,620 8,981 37,546
7.25 306.00 14,291 13,446 50,991
8.25 307.00 16,753 15,504 66,495
Monday, Dec 21, 2009
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 2.00 0.00 0.00 Crest Len (ft) = 9.42 20.00 0.00 0.00
Span (in) = 24.00 2.00 0.00 0.00 Crest El. (ft) = 305.00 306.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 298.75 303.75 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 85.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.88 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 No 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 (a).
Stage / Storage / Discharg e Table
Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 298.75 0.00 0.00 --- --- 0.00 0.00 --- --- -- --- 0.000
0.25 599 299.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.25 3,542 300.00 0.00 0.00 --- --- 0.00 0.00 -- --- --- --- 0.000
2.25 7,164 301.00 0.00 0.00 --- --- 0.00 0.00 -- --- --- --- 0.000
3.25 11,886 302.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
4.25 17,875 303.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
4.50 19,594 303.25 0.00 0.00 --- --- 0.00 0.00 - --- --- --- 0.000
5.00 23,623 303.75 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
5.25 25,954 304.00 0.04 is 0.04 is --- --- 0.00 0.00 --- --- --- --- 0.043
5.50 28,564 304.25 0.07 is 0.07 is --- --- 0.00 0.00 --- --- --- --- 0.068
6.25 37,546 305.00 0.12 is 0.11 is --- --- 0.00 0.00 --- -- --- --- 0.113
7.25 50,991 306.00 31.51 is 0.15 is --- --- 31.37 0.00 --- -- --- --- 31.51
8.25 66,495 307.00 40.23 is 0.04 is --- --- 40.19 s 52.00 --- --- --- --- 92,23
0
Watershed Model SchemagaflowHydrographsExtension for AutoCADOCivil 3D®2008 by Autodesk, Inc. v6.052
1 2
UAJ t
31W
Legend
Hvd. Ori in Description
SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
3 Reservoir WET POND N ROUTED
Project: TRADITIONS SW WET POND N.gpw I Monday, Dec 21, 2009
Hyd rog raph Return Period HFdraPoPPyPographs Extension for AutoCADO Civil 3D® 2008 byAutodesk, Inc. v6.052
4
4
4
'4yd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
y
o. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 3.771 ------- ------- ------- 27.06 ------ ------- ------- PRE DEVELOPMENT
2 SCS Runoff ------ 13.92 ----- ------- ------- 44.96 ------- ------- ------ POST DEVELOPMENT
3 Reservoir 2 0.718 ------- -- -- ------- 32.29 ------- ------- ------- WET POND N ROUTED
Proj. file: TRADITIONS SW WET POND N.gpw Monday, Dec 21, 2009
Hydrograph Summary Re Pqd7a1?ow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
1
i
""yd.
' .o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 3.771 2 718 10,772 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 13.92 2 718 28,111 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 0.718 2 806 27,667 2 305.06 38,361 WET POND N ROUTED
TRADITIONS SW WET POND N.gpw Return Period: 1 Year Monday, Dec 21, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 9.990 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
4.00
•
•
3.00
2.00
1.00
0.00 ' '
0 2 4
- Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
Monday, Dec 21, 2009
Peak discharge = 3.771 cfs
Time to peak = 11.97 hrs
Hyd. volume = 10,772 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
6 8 10 12 14 16 18 20 22
Q (cfs)
4.00
3.00
2.00
1.00
0.00
24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
*Hyd. No. 2
POST DEVELOPM ENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 9.990 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Monday, Dec 21, 2009
Peak discharge = 13.92 cfs
Time to peak = 11.97 hrs
Hyd. volume = 28,111 cuft
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
14.00
02.00
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0 2 4
• Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
6 8 10 12 14
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
WET POND N ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = WET POND N
Monday, Dec 21, 2009
Peak discharge = 0.718 cfs
Time to peak = 13.43 hrs
Hyd. volume = 27,667 cuft
Max. Elevation = 305.06 ft
Max. Storage = 38,361 cuft
storage, Indication method used. Wet pond routing start elevation = 303.75 ft.
Q (cfs)
14.00
0 2.00
10.00
8.00
6.00
4.00
2.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Hyd No. 3 - Hyd No. 2 JIMTH Total storage used = 38,361 cuft Time (hrs)
WET POND N ROUTED
Hyd. No. 3 -- 1 Year
H yd rog ra p h Summary Re P9 aflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
r
',yd.
.?o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 27.06 2 718 54,490 ------ ----- ------ PRE DEVELOPMENT
2 SCS Runoff 44.96 2 716 90,804 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 32.29 2 720 90,356 2 306.03 51,213 WET POND N ROUTED
TRADITIONS SW WET POND N.gpw Return Period: 10 Year Monday, Dec 21, 2009
4
i
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 1
PRE DEVELOPME NT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 9.990 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Monday, Dec 21, 2009
Peak discharge = 27.06 cfs
Time to peak = 11.97 hrs
Hyd. volume = 54,490 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
28.00
04.00
20.00
16.00
12.00
8.00
4.00
0.00 1 1 --"
0 2 4
0 - Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Q (cfs)
28.00
6 8
24.00
20.00
16.00
12.00
8.00
4.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
• Hyd. No. 2
POST DEVELOPM ENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 9.990 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
50.00
•
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
• Hyd No. 2 Time (hrs)
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Monday, Dec 21, 2009
Peak discharge = 44.96 cfs
Time to peak = 11.93 hrs
Hyd. volume = 90,804 cuft
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
WET POND N ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = WET POND N
Monday, Dec 21, 2009
Peak discharge = 32.29 cfs
Time to peak = 12.00 hrs
Hyd. volume = 90,356 cuft
Max. Elevation = 306.03 ft
Max. Storage = 51,213 cuft
Storage Indication method used. Wet pond routing start elevation = 303.75 ft.
Q (cfs)
50.00
•
40.00
30.00
20.00
10.00
0.00 ' '
0 2 4
Hyd No. 3
WET POND N ROUTED
Hyd. No. 3 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
8 10 12 14 16 18 20 22 24 26 0.00
Hyd No. 2 TE , Total storage used = 51,213 cult Time (hrs)
6
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
• Pond No. 1 - BIORETENTION O
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 313.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 313.00 6,878 0 0
1.00 314.00 8,736 7,788 7,788
2.00 315.00 10,674 9,688 17,476
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 0.00 0.00 0.00 Crest Len (ft) = 7.85 25.00 0.00 0.00
Span (in) = 24.00 0.00 0.00 0.00 Crest El. (ft) = 314.00 314.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 309.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 36.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.86 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) = 1.000 (by Contour)
Multi-Stage = n/a No No 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 /
Storage /
Discharge Table .
Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft tuft ft cfs cis cfs cfs cfs cfs cfs cis cis cfs cfs
0.00 0 313.00 0.00 --- --- 0.00 0.00 --- --- 0.000 --- 0
000
1.00 7,788 314.00 23.09 is --- --- 0.00 0.00 -- --- 0.202 --- .
0
202
2.00 17,476 315.00 26.14 is --- --- --- 26.14 22.98 --- - 0.247 --- .
49.37
•
Watershed Model Schemaggaflow Hydrographs Extension for AutoCADO Civil 3D®2008 byAutodesk, Inc. v6.052
1 2
31W
Legend
Hvd. Origin Description
SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
3 Reservoir BIORETENTION 0 ROUTED
Project: TRADITIONS SW BIORETENTION O.gpw Friday, Dec 18, 2009
Hydrograph Return Period H"d?So yPo
y y ographs Extension for AutoCAD®Civil 3D®2008 by Autodesk. Inc. v6-O52
4 Ayd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
yo e
t H
d(s)
. yp y description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff -- -- 2.593 ------- ------- ------- 18.61 ------- ------- ------- PRE DEVELOPMENT
2 SCS Runoff ------ 8.970 ------- ------ ------- 29.90 ------- ------- ------- POST DEVELOPMENT
3 Reservoir 2 0.410 ------- ------- ------- 26.46 ------- ------ ----- BIORETENTION 0 ROUTED
Proj. file: TRADITIONS SW BIORETENTION O.gpw Friday, Dec 18, 2009
i
Hydrograph Summary Re MydFaflow Hydrographs Extension for AutoCAD® Civil 3130 2008 by Autodesk, Inc. v6.052
4
4
f
I yd
' Ao. . Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 2.593 2 718 7,408 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 8.970 2 718 18,202 ----- ------ ------ POST DEVELOPMENT
3 Reservoir 0.410 2 776 2,893 2 314.05 8,268 BIORETENTION O ROUTED
TRADITIONS SW BIORETENTION O.gp Return Period: 1 Year Friday, Dec 18, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 6.870 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
3.00

2.00
1.00
0.00 ' '
0 2 4
0 - Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
Friday, Dec 18, 2009
Peak discharge = 2.593 cfs
Time to peak = 11.97 hrs
Hyd. volume = 7,408 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
3.00
2.00
1.00
-.L- 0.00
26
Time (hrs)
Hydrograph Report
Hyd. No. 2
POST DEVELOPM ENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 6.870 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
10.00
•
8.00
6.00
4.00
2.00
0.00 ' '
0 2 4
• Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Friday, Dec 18, 2009
Peak discharge = 8.970 cfs
Time to peak = 11.97 hrs
Hyd. volume = 18,202 cuft
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
6 8 10 12 14
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION O ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION O
Storage Indication method used. Exflltration extracted from Outflow.
Q (cfs)
10.00
0
8.00
6.00
4.00
2.00
0.00 '
0.0 2.0
• Hyd No. 3
Friday, Dec 18, 2009
Peak discharge = 0.410 cfs
Time to peak = 12.93 hrs
Hyd. volume = 2,893 cuft
Max. Elevation = 314.05 ft
Max. Storage = 8,268 cuft
BIORETENTION O ROUTED
Hyd. No. 3 -- 1 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 2 QIICIUM Total storage used = 8,268 cuft
Q (cfs)
10.00
8.00
6.00
4.00
2.00
--a- 0.00
18.0
Time (hrs)
Hyd rog ra p h Summary Re Rqd Pailow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
!yd.
o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 18.61 2 718 37,472 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 29.90 2 716 60,369 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 26.46 2 720 43,118 2 314.78 15,195 BIORETENTION O ROUTED
TRADITIONS SW BIORETENTION O.gp Return Period: 10 Year Friday, Dec 18, 2009
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 6.870 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
21.00
•18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 1 --"
0 2 4
• - Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Q (cfs)
21.00
Friday, Dec 18, 2009
Peak discharge = 18.61 cfs
Time to peak = 11.97 hrs
Hyd. volume = 37,472 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
6 8
18.00
15.00
12.00
9.00
6.00
3.00
10 12 14 16 18 20 22 24 26 0.00
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
0 Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 6.870 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 29.90 cfs
Time to peak = 11.93 hrs
Hyd. volume = 60,369 cuft
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
30.00
105.00
20.00
15.00
10.00
5.00
0.00 '
0 2 4
• Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Q (cfs)
30.00
6 8
25.00
20.00
15.00
10.00
5.00
10 12 14 16 18 20 22 24 26 0.00
Time (hrs)
Hydrograph Report
Hyd. No. 3
BIORETENTION O ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION O
Friday, Dec 18, 2009
Peak discharge = 26.46 cfs
Time to peak = 12.00 hrs
Hyd. volume = 43,118 cuft
Max. Elevation = 314.78 ft
Max. Storage = 15,195 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
30.00
405.00
20.00
15.00
10.00
5.00
0.00 ' '
0.0 2.0
• - Hyd No. 3
BIORETENTION O ROUTED
Hyd. No. 3 -- 10 Year
Q (cfs)
30.00
4.0
25.00
20.00
15.00
10.00
5.00
6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00
- Hyd No. 2 HILM Total storage used = 15,195 cuft Time (hrs)
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
Pond No. 1 - BIORETENTION P
• Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 315.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 315.00 7,872 0 0
1.00 316.00 9,650 8,745 8,745
2.00 317.00 11,487 10,554 19,299
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 0.00 0.00 0.00 Crest Len (ft) = 7.85 20.00 0.00 0.00
Span (in) = 24.00 0.00 0.00 0.00 Crest El. (ft) = 316.00 316.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 311.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 44.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.52 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) = 1.000 (by Contour)
Multi-Stage = n/a No No 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 / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cis cfs cfs cfs cfs cfs cfs cfs
0.00 0 315.00 0.00 --- ---
1
00 8
745 316
00 23
09 is --- - 0.00 0.00 --- --- 0.000 --- 0.000
.
,
.
.
-- --- 0.00 0.00 --- --- 0.223 --- 0
223
2.00 19,299 317.00 26.14 is --- -- --- 26.14 18.38 -- --- 0.266 --- .
44.79
0
Watershed Model Schemaqgaflow Hydrographs Extension for AutoCAD@ Civil 3D& 2008 by Autodesk, Inc. v6.052
1 2
31W
Legend
Hvd. Origin Description
1 SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION P ROUTED
Project: TRADITIONS SW BIORETENTION P.gpw I Friday, Dec 18, 2009
Hydrograph Return Period Hy"d?aTb Rydographs Extension forAutoCAD®Civil 3DO2008 byAutodesk, Inc. v6.052
4 '. type Hyd(s) description
'yd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ---- 2.337 ------- ------- ------- 16.76 ------- ------- ------- PRE DEVELOPMENT
2 SCS Runoff ------ 9.185 ------ ------- ------- 28.77 ------- ------- ------- POST DEVELOPMENT
3
I Reservoir 2 0.302 ------- ---- -- ------- 24.08 ------- ------- ------- BIORETENTION P ROUTED
roj. file: TRADITIONS SW BIORETENTION P.gpw Friday, Dec 18, 2009
Hydrograph Summary Re PHydPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
+yd . Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 2.337 2 718 6,675 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 9.185 2 718 18,471 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 0.302 2 790 1,977 2 316.04 9,130 BIORETENTION P ROUTED
TRADITIONS SW BIORETENTION P.gp Return Period: 1 Year Friday, Dec 18, 2009
4
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 6.190 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 2.337 cfs
Time to peak = 718 min
Hyd. volume = 6,675 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
3.00
•
U
2.00
1.00
0.00 ' --.L-
0 120 240
- Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
360 480 600 720 840
Q (cfs)
3.00
2.00
1.00
960 1080 1200 1320 1440 1560 0.00
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1. yrs
Time interval = 2 min
Drainage area = 6.190 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
10.00
08.00
6.00
4.00
2.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 0001 I I I
0 120 240 360 480 600 720 840 960 1080 1 0.00
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Friday, Dec 18, 2009
Peak discharge = 9.185 cfs
Time to peak = 718 min
Hyd. volume = 18,471 cuft
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
200 1320 1440 1560
• - Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION P ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION P
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs
10.00
• 8.00
6.00
4.00
2.00
Friday, Dec 18, 2009
Peak discharge = 0.302 cfs
Time to peak = 790 min
Hyd. volume = 1,977 cuft
Max. Elevation = 316.04 ft
Max. Storage = 9,130 cuft
BIORETENTION P ROUTED
)
Hyd. No. 3 -- 1 Year
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0 120 0 00
. Hyd No. 3
L4u 36u 480 600 720 840 960
Hyd No. 2 QIIIIIIII] Total storage used = 9,130 cuft
1080
Time (min)
Hyd rog ra p h Summary Re RdFalTow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
vd.
n. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 16.76 2 718 33,763 ----- ------ ----- PRE DEVELOPMENT
2 SCS Runoff 28.77 2 716 58,158 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 24.08 2 720 39,000 2 316.76 16,730 BIORETENTION P ROUTED
TRADITIONS SW BIORETENTION P.gp Return Period: 10 Year Friday, Dec 18, 2009
i
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
is Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 6.190 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
18.00
•5.00
12.00
9.00
6.00
3.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 1 1 4 I
0 120 240 360 480 600 720 840 960 1080 0.00
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Friday, Dec 18, 2009
Peak discharge = 16.76 cfs
Time to peak = 718 min
Hyd. volume = 33,763 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
1200 1320 1440 1560
• - Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 6.190 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
30.00
05.00
20.00
15.00
10.00
5.00
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
• - Hyd No. 2 Time (min)
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Friday, Dec 18, 2009
Peak discharge = 28.77 cfs
Time to peak = 716 min
Hyd. volume = 58,158 cuft
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION P ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION P
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
30.00
105.00
20.00
15.00
10.00
5.00
0.00 '
0 120
• - Hyd No. 3
Friday, Dec 18, 2009
Peak discharge = 24.08 cfs
Time to peak = 720 min
Hyd. volume = 39,000 cuft
Max. Elevation = 316.76 ft
Max. Storage = 16,730 cuft
BIORETENTION P ROUTED
Hyd. No. 3 -- 10 Year
240 360 480
- Hyd No. 2
600 720 840 960 1080
THITIP Total storage used = 16,730 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
'E- 0.00
1200
Time (min)
•
BIORETENTION
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
Pond No. 1 - BIORETENTION Q
. Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 316.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 316.00 2,069 0 0
1.00 317.00 2,753 2,403 2,403
2.00 318.00 3,493 3,115 5,518
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] IB] [C] [D]
Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 20.00 0.00 0.00
Span (in) = 18.00 0.00 0.00 0.00 Crest El. (ft) = 317.00 317.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 313.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 32.00 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) = 1.000 (by Contour)
Multi-Stage = n/a No No 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 / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cis cis cis cfs cis cis cfs cis cfs cfs cfs
0.00
1
00 0
2
403 316.00 0.00
317
00 9
79 --- --- --- 0.00 0.00 --- --- 0.000 --- 0.000
. , .
.
oc --- --- 0.00 0.00 --- --- 0
064 --- 0
064
2.00 5,518 318.00 15.35 is --- --- --- 15.34s 18.38 --- .
--- 0.081 --- .
33.81
0
Watershed Model SchemagaflowHydrographsExtension for AutoCADSCivil 3D®2008by Autodesk,Inc. v6.052
1
Legend
Hvd. Origin Description
SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION Q ROUTED
Project: TRADITIONS SW BIORETENTION Q.gpw
2
31W
Friday, Dec 18, 2009
Hydrograph Return Period H'dPa1'bRy
y y ographs Extension for AutoCAD®Civil 3D® 2008 by Autodesk, Inc. v6.052
1
Ayd.
+o Hydrograph Inflow
H
d Peak Outflow (cfs) Hydrograph
. type y
(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 0.664 1.665 ------- 3.405 4.766 ------ ------ ------- PRE DEVELOPMENT
2 SCS Runoff ------ 2.612 4.110 ------- 6.439 8.181 ------- ------- ------ POST DEVELOPMENT
3
I Reservoir 2 0.128 1.679 ------- 5.336 7.228 ------- ------- ------ BIORETENTION Q ROUTED
roj. file: TRADITIONS SW BIORETENTION Q.gpw Friday, Dec 18, 2009
i
H yd rog ra p h Summary Re pRdPaftow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
!yd.
+o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 0.664 2 718 1,898 ----- ------ ------ PRE DEVELOPMENT
2 SCS Runoff 2.612 2 718 5,252 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 0.128 2 766 642 2 317.02 2,463 BIORETENTION Q ROUTED
TRADITIONS SW BIORETENTION Q.gp Return Period: 1 Year Friday, Dec 18, 2009
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 1.760 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 0.664 cfs
Time to peak = 718 min
Hyd. volume = 1,898 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
PRE DEVELOPMENT
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00
0.90
• 0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
is - Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 1.760 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 2.612 cfs
Time to peak = 718 min
Hyd. volume = 5,252 cuft
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
3.00
•
2.00
1.00
0.00 ?
0
120 240 360 480 600 720 840 960
• - Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Q (cfs)
3.00
2.00
1.00
-?' ' 0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION Q ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION Q
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, Dec 18, 2009
= 0.128 cfs
= 766 min
= 642 cuft
= 317.02 ft
= 2,463 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
3.00
•
2.00
1.00
0.00
0 120
is - Hyd No. 3
BIORETENTION Q ROUTED
Hyd. No. 3 -- 1 Year
240 360 480 600 720 840 960
Hyd No. 2 !IIIIIME Total storage used = 2,463 cuft
Q (cfs)
3.00
2.00
1.00
-? 0.00
1080
Time (min)
Hydrograph Summary Re pdIalowHydrographsExtension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. v6.052
yd.
.o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 4.766 2 718 9,600 -- --- ------ ----- PRE DEVELOPMENT
2 SCS Runoff 8.181 2 716 16,536 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 7.228 2 720 11,187 2 317.51 3,936 BIORETENTION 0 ROUTED
TRADITIONS SW BIORETENTION Q.gp Return Period: 10 Year Friday, Dec 18, 2009
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
• Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 1.760 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 4.766 cfs
Time to peak = 718 min
Hyd. volume = 9,600 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
5.00
04.00
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
3.00
2.00
1.00
0.00
•
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
*Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 1.760 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
10.00
08.00
6.00
4.00
2.00
0.00 ' '
0 120 240
• Hyd No. 2
Friday, Dec 18, 2009
Peak discharge = 8.181 cfs
Time to peak = 716 min
Hyd. volume = 16,536 cuft
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
360 480 600 720 840
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION Q ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION Q
Friday, Dec 18, 2009
Peak discharge = 7.228 cfs
Time to peak = 720 min
Hyd. volume = 11,187 cuft
Max. Elevation = 317.51 ft
Max. Storage = 3,936 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
10.00
0 8.00
•
6.00
4.00
2.00
0.00 '
0 120
Hyd No. 3
BIORETENTION Q ROUTED
Hyd. No. 3 -- 10 Year
240 360 480 600 720 840 960
Hyd No. 2 FH11 LE Total storage used = 3,936 cuft
Q (cfs)
10.00
8.00
6.00
4.00
2.00
W 0.00
1080
Time (min)
•
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
• Pond No. 1 - BIORETENTION R
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 336.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 336.00 5,223 0 0
1.00 337.00 6,333 5,769 5,769
2.00 338.00 7,990 7,145 12,913
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 0.00 0.00 0.00 Crest Len (ft) = 7.85 25.00 0.00 0.00
Span (in) = 24.00 0.00 0.00 0.00 Crest El. (ft) = 337.00 337.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 333.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
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) = 1.000 (by Contour)
Multi-Stage = n/a No No 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 / Storage / Discharg e Table
Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cuft ft cis cfs cfs cfs cis cis cis cfs cfs cfs cis
• 0.00 0 336.00 0.00 --- --- --- 0.00 0.00 --- --- 0.000 -- 0.000
1.00 5,769 337.00 13.89 oc --- --- --- 0.00 0.00 --- --- 0.147 -- 0.147
2.00 12,913 338.00 22.95 oc --- --- --- 22.95 s 22.98 --- --- 0.185 --- 46.12
rI
Watershed Model SchemagaflowHydrographsExtension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. v6.052
1 2
t
31W
Legend
Hvd• Orioin Description
11 SCS Runoff PRE DEVELOPMENT
h SCS Runoff POST DEVELOPMENT
3 Reservoir BIORETENTION R ROUTED
Project: TRADITIONS SW BIORETENTION R.gpw Friday, Dec 18, 2009
Hydrograph Return Period Hy'draTfoRydiographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052
4 yyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
H
3. type yd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 1.665 ------- ------- ------ 11.94 ------- ------- ------ PRE DEVELOPMENT
2 SCS Runoff ----- 6.544 ------- ------ ------- 20.50 ------ ---- ------- POST DEVELOPMENT
3 Reservoir 2 0.340 ------ ------- ------- 18.42 ------- ------- ------- BIORETENTION R ROUTED
Proj. file: TRADITIONS SW BIORETENTION R.gpw Friday, Dec 18, 2009
4
H yd rog ra p h Summary Re rf ydfaflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4 `+yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
3. type
(origin) flow
(cfs) interval
(min) peak
(min) volume
(cult) hyd(s) elevation
(ft) strge used
(cult) description
1 SCS Runoff 1.665 2 718 4,755 ------ ----- ------ PRE DEVELOPMENT
2 SCS Runoff 6.544 2 718 13,159 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 0.340 2 764 2,064 2 337.04 6,062 BIORETENTION R ROUTED
TRADITIONS SW BIORETENTION R.gp Return Period: 1 Year Friday, Dec 18, 2009
4
r
L
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
0H
N
1
d
y
.
o.
PRE DEVELOPME NT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 4.410 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 1.665 cfs
Time to peak = 11.97 hrs
Hyd. volume = 4,755 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
•
1.00
0.00 '
0 2 4
• Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
--?- 0.00
26
Time (hrs)
Hydrograph Report
• Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 4.410 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 6.544 cfs
Time to peak = 11.97 hrs
Hyd. volume = 13,159 cuft
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
7.00
• 6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 1 i i 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
• Hyd No. 2 Time (hrs)
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Hydrograph Report
Wiyd. No. 3
BIORETENTION R ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION R
Friday, Dec 18, 2009
Peak discharge = 0.340 cfs
Time to peak = 12.73 hrs
Hyd. volume = 2,064 cuft
Max. Elevation = 337.04 ft
Max. Storage = 6,062 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
7.00
06.00-
BIORETENTION
R ROUTED
Hyd. No. 3 -- 1 Year
3.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.C
- Hyd No. 3 - Hyd No. 2 J111411M Total storage used = 6,062 cult Ti
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
me (hrs)
Hyd rog ra p h Summary Re PqdPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
r

r
Hyd.
o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 11.94 2 718 24,054 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 20.50 2 716 41,434 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 18.42 2 718 28,812 2 337.68 10,491 BIORETENTION R ROUTED
TRADITIONS SW BIORETENTION R.gp Return Period: 10 Year Friday, Dec 18, 2009
Hydrograph Report
*Hyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 4.410 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
12.00
100.00
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 i I I 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
• - Hyd No. 1 Time (hrs)
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Friday, Dec 18, 2009
Peak discharge = 11.94 cfs
Time to peak = 11.97 hrs
Hyd. volume = 24,054 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
• Hydraflow Hydrographs Extension for Au1oCAD11 Civil 3D® 2008 by Autodesk, Inc. v6.052
Ayd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 4.410 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
21.00
08.00-
POST
DEVELOPMENT
Hyd. No. 2 -- 10 Year
Q (cfs)
21.00
Friday, Dec 18, 2009
Peak discharge = 20.50 cfs
Time to peak = 11.93 hrs
Hyd. volume = 41,434 cuft
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
15.00
12.00
6.00
9.00
3.00
0.00 1 1 --"
0 2 4
• Hyd No. 2
6
18.00
15.00
12.00
9.00
6.00
3.00
8 10 12 14 16 18 20 22 24 0.00
Time (hrs)
Hydrograph Report
Hyd. No. 3
BIORETENTION R ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION R
Friday, Dec 18, 2009
Peak discharge = 18.42 cfs
Time to peak = 11.97 hrs
Hyd. volume = 28,812 cuft
Max. Elevation = 337.68 ft
Max. Storage = 10,491 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
21.00
08.00-
15.00
BIORETENTION R ROUTED
Hyd. No. 3 -- 10 Year
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0.00
• 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 - Hyd No. 2 HFIIllID Total storage used = 10,491 cuft Time (hrs)
•
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Dec 18, 2009
Pond No. 1 - BIORETENTION S
• Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 346.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Co ntour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 346.00 9,066 0 0
1.00 347.00 10,296 9,674 9,674
2.00 348.00 12,384 11,323 20,996
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrtRsr] [A] [B] [C] [D]
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 9.42 25.00 0.00 0.00
Span (in) = 30.00 0.00 0.00 0.00 Crest El. (ft) = 347.00 347.50 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 343.67 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 45.00 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) = 1.000 (by Contour)
Multi-Stage = n/a No No 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 / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cis cis cfs cfs cfs cfs cfs cfs cis cfs cis
• 0.00 0 346.00
1
00 9
674 347
00 0.00
13
40 ---
o --- --- 0.00 0.00 --- - 0.000 --- 0.000
.
,
. . c --- --- --- 0.00 0.00 --- --- 0.238 --- 0
238
2.00 20,996 348.00 30.87 oc --- --- --- 30.86 s 22.98 --- --- . 0.287 --- .
54.13
is
Watershed Model Schemaqgaflow Hydrographs Extension for AutoCADG Civil 3D@ 2008 by Autodesk, Inc. v6.052
Hydrograph Return Period Hy-df'a9091 yAPographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk. Inc v6 0.1;9

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
,o e
t H
d(s)
. yp y description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 2.752 ------ ------- ------- 19.74 28.33 ------- ------ PRE DEVELOPMENT
2 SCS Runoff ------ 10.16 ------- ------- ------- 32.81 43.23 ------- ------ POST DEVELOPMENT
3 Reservoir 2 0.342 ------- ------ ------- 28.28 40.31 ------- ------- BIORETENTION S ROUTED
Pfile: TRADITIONS SW BIORETENTION S.gpw Friday, Dec 18, 2009
Hyd rog ra p h Summary Re pgdPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052

' Hyd
do. . Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 2.752 2 718 7,861 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 10.16 2 718 20,513 ------ ------ ----- POST DEVELOPMENT
3 Reservoir 0.342 2 792 2,303 2 347.03 10,064 BIORETENTION S ROUTED
TRADITIONS SW BIORETENTION S.gp Return Period: 1 Year Friday, Dec 18, 2009
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2008 by Autodesk, Inc. v6.052
. Ayd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 7.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
3.00
•
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
Friday, Dec 18, 2009
Peak discharge = 2.752 cfs
Time to peak = 718 min
Hyd. volume = 7,861 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
1.00
Q (cfs)
3.00
2.00
1.00
0.00 ' ' ' i 11 1 1 1
0 120 240 360 480 600 720 840 960 1 0.00
2.00
080 1200 1320 1440 1560
• - Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 7.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 10.16 cfs
Time to peak = 718 min
Hyd. volume = 20,513 cuft
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
12.00
0 0.00
8.00
6.00
4.00
2.00
E
0.00
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
BIORETENTION S ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION S
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
12.00
00.00
8.00
6.00
4.00
2.00
0.00
0 120
• - Hyd No. 3
Friday, Dec 18, 2009
Peak discharge = 0.342 cfs
Time to peak = 792 min
Hyd. volume = 2,303 cuft
Max. Elevation = 347.03 ft
Max. Storage = 10,064 cuft
BIORETENTION S ROUTED
Hyd. No. 3 -- 1 Year
14u 360 480 600 720 840 960
Hyd No. 2 iI11M.M] Total storage used = 10,064 cuft
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
--1 0.00
1080
Time (min)
Hydrograph Summary Re KydPaffowHydrographsExtension for AutoCAD®Civil 3D®2008bvAutodesk.Inc. A059
r
' Hyd
o. . Hydrograph
type
(origin) Peak
flow
(cfs) Time
interva
(min) Time to
l peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 19.74 2 718 39,763 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 32.81 2 716 66,263 ----- ------ ------ POST DEVELOPMENT
3 Reservoir 28.28 2 720 45,491 2 347.76 18,118 BIORETENTION S ROUTED
TRADITIONS SW BIORETENTION S.gp Return Period: 10 Year Friday, Dec 18, 2009
i
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
SlAyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 7.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 19.74 cfs
Time to peak = 718 min
Hyd. volume = 39,763 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
21.00
08.00
15.00
12.00
9.00
6.00
3.00
0.00

PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2008 by Autodesk, Inc. v6.052
• Hyd. No. 2
POST DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 7.290 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Dec 18, 2009
Peak discharge = 32.81 cfs
Time to peak = 716 min
Hyd. volume = 66,263 cuft
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
35.00
le 0.00
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 i L00? I i i
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
• Hyd No. 2 Time (min)
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
6Ayd. No. 3
BIORETENTION S ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = BIORETENTION S
Friday, Dec 18, 2009
Peak discharge = 28.28 cfs
Time to peak = 720 min
Hyd. volume = 45,491 cult
Max. Elevation = 347.76 ft
Max. Storage = 18,118 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
35.00
W.00
25.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
20.00
15.00
10.00
5.00
0.00
0 120 240 360 480 600 720 840 960 1080 12000.00
. - Hyd No. 3 - Hyd No. 2 IIIIII W Total storage used = 18,118 cuft Time (min)
BIORETENTION S ROUTED
Hyd. No. 3 -- 10 Year
Permit Number:
•
•
•
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the roblem:
The entire BMP Trash/ debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
F Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
•
•
•
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe,
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra in .
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra in .
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray),
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
Fl,o cr.+h?nLmant ramnua i-ha 1-raa
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 91.9-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.'4eet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3 feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 331. ZS
Sediment Removal
328
---------------
k327
fftMin.
Sediment
S torage
Pool
\------ Sediment Removal Elevation 327 ---- Volum
Bottom
a
FOREBAY
Bottom Elevation 326 11-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
• I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Traditions Southwest, Phase 1
BMP drainage area number: I
Print name: Rob Weintraub
Title: Proiect Manager
Address: Post Office Box 1615 Wake Forest NC 27588
Signature:
Date: ?zh-7lot ?.
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Gi Ma a ? 6Ur__ , a Notary Public for the State of
• 'NO AtactIV A , County of AiCE , do hereby certify that
t)b Wf'M-tZ --5 personally appeared before me this
day of aXVYK bd t and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
, DI
110,118 V
0051 ..:'O?
SEAL
My commission expires 'FdVUArz 3,20 ! 3
0
Form SW401-Wet Detention Basin 0&M-Rev.4 Page 4 of 4
Permit Number:
•
C
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem-, How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application,
Vegetation is too short or too Maintain vegetation at a height of
11 long. a roximatel six inches.
Form SW40i-Wet Detention Basin O&M-Rev.4
Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
•
•
•
BMP element: Potential problem; How I will remediate the roblem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage, dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
revent future erosion roblems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the al 2l growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
•
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or re lace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
• accumulated sediments.
When the permanent pool depth reads 4 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 2.75 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
r?
p Permanent Pool Elevation 303.75
Sediment Removal .301 -Pe anen Pool
-------------- - Volume Sediment Removal Elevation 299.75 Volume
Bottom Elevatio 300 -ft Min. -------------------------------------------- ------
Sediment Bottom Elevation 298.75 1-ft n
Storage Sedimer
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4
Page 3 of 4
Permit Number:
(to be provided by DWQ)
1 acknowledge and agree by my signature below that 1 am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Traditions Southwest. Phase 1
BMP drainage area number: N
Print name: Rob Weintraub
Title: Proiect Manager
Address: Post Office Box 1615 Wake Forest, NC 27588
Phone:-[phone]
Signan4l Date: v
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, C510-W. 6CsUf , a Notary Public for the State of
• ? OQA 0,4&(1144 , County of ?AeE , do hereby certify that
'R4 Wt lKePuP) personally appeared before me this
day of aQUk 4Q. , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
AEqjo.
?O Ay
+w+
'OU81-?G C.I.
Cou
SEAL
My commission expires kw)Q.U 3 20 L 3
•
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
• Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the Bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
• be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable), sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable), smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
•
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4
•
•
BMP element:
The pretreatment area
The bioretention cell:
vegetation
The bioretention cell:
soils and mulch
Potential problems:
Flow is bypassing
pretreatment area and/or
gullies have formed.
Sediment has accumulated to
a depth greater than three
inches.
Erosion has occurred.
Weeds are present.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
How I will remediate the problem:
Regrade if necessary to route all
flow to the pretreatment area.
RestabiIize the area after grading.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
restabilize the pretreatment area.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand.
Prune according to best professional
practices.
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Remove tree stake/ wires (which
can kill the tree if not removed).
Spot mulch if there are only random
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Determine the extent of the clogging
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
Tree stakes/ wires are present
six months after planting.
Mu ]ch is breaking down or
has floated away.
Soils and/or mulch are
clogged with sediment.
An annual soil test shows that
pH has dropped or heavy
metals have accumulated in
the soil media.
Dolomitic lime shall be applied as
recommended per the soil test and
toxic soils shall be removed,
disposed of properly and replaced
with new planting media.
•
Form SW401.-Bioretention O&M-Rev.3
Page 2 of 4
C
•
BMP element: Potential problems- How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3
Page 3 of 4
Permit Number:
(to be provided by DWQ)
• I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Traditions Southwest, Phase 1
BMP drainage area number: _J, K, L, M, O, P, Q, R, and S
Print name: Rob Weintraub
Title: Proiect Manager
Address: Post Office Box 1615 Wake Forest, NC 27588
Phone: [phone]
Si
Date: 1 L? 1 j
-r
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
• h iMq ?E u? , a Notary Public for the State of
N612k ?A?LJIVA , County of J k , do hereby certify that
'RA 141f. k eatt_b personally appeared before me this 17i?
day of J? PMbtA , aQoQ , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
TEgQ?F
?pTA A`
,rr*
'O080
cou
f.-#.
SEAL
My commission expires 020 1 3
•
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
Permit No.
(to be provided by DWQ)

.7A o?pP W ATF,9pG
W=ENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
L'YROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact person MICHAEL ALLEN
Phone number 919-858-1888
Date 12/1812009
Drainage area number I
II.' DESIGN .INFORMATION
Site Characteristics
Drainage area 735,638 ftz
Impervious area, post-development 242,660 ftz
% impervious 32.99 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
• Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
21,549 ft3 OK
20,141 ft3 Insufficient volume provided.
ft3
ft3
ft3
ft3
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1 -yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
•
ft3
(Y or N)
2.9 in
0.35 (unitless)
0.55 (unitless)
4.82 in/hr OK
4.70 ft3lsec
0.98 ft3lsec
-3.72 ft3lsec
333.00 fmsl
331.25 fmsl
320.00 fmsl
331.75 fmsl
330.75 fmsl Data not needed for calculation option #1, but OK if provided.
327.00 fmsl
326.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary WP I, Page 7 of 2
Permit No.
(to be provided by DWQ)
IL . DESIGN INFORMATION
Surface Areas
• Area, temporary pool 11,904 ftZ
Area REQUIRED, permanent pool 8,754 ft2
SAIDA ratio 1.19 (unitless)
Area PROVIDED, permanent pool, Apertn-pod 8,971 ft2 OK
Area, bottom of I Oft vegetated shelf, Abot Shelf 4,917 ft`
Area, sediment cleanout, top elevation (bottom of pond), Abotyond 1,435 ft`
Volumes
Volume, temporary pool 20,141 ft3 OK
Volume, permanent pool, VPerm-pool 18,848 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,713 ft3
Forebay % of permanent pool volume 25.0% % Insufficient forebay volume.
SAIDA Table Data
Design TSS removal 85 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 1.19 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Vpennyoo 18,848 ft3
Area provided, permanent pool, Ap.-Pool 8,971 ft1
Average depth calculated 2.95 ft Need 3 ft min.
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) 3.0 ft OK
Calculation option 2 used? (See Figure 10-2b) (Y or N)
Area provided, permanent pool, APermy0o1 8,971 ft`
Area, bottom of I Oft vegetated shelf, Abot Shelf 4,917 ft?
Area, sediment cleanout, top elevation (bottom of pond), Abot?ond 1,435 ftZ
. "Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 3.75 ft
Average depth calculated 4.00 It OK
Average depth used in SAIDA, dv„ (Round to nearest 0.5ft) 4.0 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 2.00 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (Cc) 0.60 (unitless)
Driving head (Ho) 0.58 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (CW) (unitless)
Length of weir (L) ft
Driving head (H) It
Pre-development 1-yr, 24-hr peak flow 4.70 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.98 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.07 ft3/sec
Storage volume drawdown time 3.40 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 It OK
Length of flowpath to width ratio 8 :1 OK
Length to width ratio 2.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-911 710 9 Parts I. & H. Design Summary WP I, Page 2 of 2
Permit Number:
(to be provided by DWQ)
oc'aFWATF9vG
0T.WA
h
MCDE14R
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number J
II. DESIGN INFORMATION
Site Characteristics
Drainage area 55,492 ft2
Impervious area 27,645 ft2
Percent impervious 32.3%
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 0.740 ft3/sec
Post-development 1-yr, 24-hr peak flow 2.560 ft3/sec
•Pre/Post 1-yr, 24-hr peak control 1.820 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 2,419.0 ft3
Volume provided 3,537.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ff3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 2,538.0 ft2 OK
Length: 110 ft OK
Width: 30 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 8.9 hr OK
Drawdown time, to 24 inches below surface 8.4 hr OK
Drawdown time, total: 17.3 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
•
% Sand (by weight) 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20-Jan (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
• following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
325.00 fmsl
Y (Y or N) OK
N (Y or N)
324 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
321 fmsl
3ft
Oft
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
*Does Additional Information
volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributes
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
• Other
Y (Y or N)
3 OK
5 OK
1ft
320 fmsl
316 fmsl
4ft OK
Y (Y or N)
322 fmsl
2ft OK
0 Recommend more species.
Y (Y or N) OK
Y (Y or N) OK
50 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
6.2 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
TA OF WATF,9
O? ?G
h y
A r
NCDENR
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number K
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area 223,771 ftz
Impervious area 74,404 ft2
Percent impervious 33.3% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 1,940 ft3/sec
Post-development 1-yr, 24-hr peak flow 6.710 ft3/sec
•Pre/Post 1-yr, 24-hr peak control 4.770 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 6,530.0 ft3
Volume provided 10,709.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 6,762.0 ftz OK
Length: 160 ft OK
Width: 50 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 9.2 hr OK
Drawdown time, to 24 inches below surface 8.4 hr OK
Drawdown time, total: 17.6 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
% Sand (by weight)
0 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Sioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
• following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
301.00 fmsi
Y (Y or N) OK
N (Y or N)
300 fmsi
0 inches Insufficient mulch depth, unless installing grassed cell.
297.67 fmsi
2.33 ft
Oft
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
®r, dd itional Information
oes volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Y (Y or N)
7 OK
5 OK
1ft
296.67 fmsi
290 fmsi
6.67 ft OK
N (Y or N)
fmsi
300 ft
0
0
0 Recommend more species.
Y (Y or N) OK
Y (Y or N) OK
50 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
6.5 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)

AMA of WATF9
> y
NCDENR
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number L
II. DESIGN INFORMATION
Site Characteristics
Drainage area 336,279 ft2
Impervious area 114,574 ft2
Percent impervious 34.1% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 2.914 ft'/sec
Post-development 1-yr, 24-hr peak flow 10.760 ft'/sec
Pre/Post 1-yr, 24-hr peak control 7.846 ft' /sec
Storage Volume: Non•SA Waters
Minimum volume required 10,088.0 ft3
Volume provided 14,770.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft 3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 10,274.0 ft2 OK
Length: 251 ft OK
Width: 18 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 9.1 hr OK
Drawdown time, to 24 inches below surface 8.4 hr OK
Drawdown time, total: 17.5 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
•
% Sand (by weight) 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 309.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two
• following questions);
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 308 fmsl
Depth of mulch 0 inches Insufficient mulch depth, unless installing grassed cell.
Bottom of the planting media soil 305 fmsl
Planting media depth 3 ft
Depth of washed sand below planting media soil 0 ft
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 11 OK
What factor of safety is used for sizing the underdrains? (See 5 OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 304 fmsl
SHWT elevation 300 fmsl
Distance from bottom to SHWT 4 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS Y (Y or N)
Elevation of the top of the upturned elbow 306.33 fmsl
Separation of IWS and Surface 1.67 ft OK
Planting Plan
Number of tree species 0
Number of shrub species 0
Number of herbaceous groundcover species 0 Recommend more species.

dditional Information
*
volume in excess of the design volume bypass the
Does Y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed

through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 50 ft
Does the design use a level spreader to evenly distribute flow? Y (Y or N) Submit a level spreader supplement.
Is the BMP located at least 30 feet from surface waters (50 feet if Y (Y or N) OK
SA waters)?
Is the BMP located at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access
Y
(Y or N)
OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system) 9.75 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in
N
(Y or N)
OK
the future?
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
July 30, 2009
OK
Parts I and il. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
A? O?O? W AT ?q?G
y r
WDENR
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number M
II. DESIGN INFORMATION
Site Characteristics
Drainage area 125,344 ft2
Impervious area 54,756 ft2
Percent impervious 43.7% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 1.087 ft3/sec
Post-development 1-yr, 24-hr peak flow 4.807 ft3/sec
• Pre/Post 1-yr, 24-hr peak control 3.720 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 4,704.0 ft3
Volume provided 6,971.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft 3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 4,877.0 ft2 OK
Length: 137 ft OK
Width: 32 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 9 hr OK
Drawdown time, to 24 inches below surface 8.4 hr OK
Drawdown time, total: 17.4 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
• Soil composition
% Sand (by weight) 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
• following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
309.00 fmsl
Y (Y or N) OK
N (Y or N)
308 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
305 fmsl
3ft
Oft
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
• Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
• Other
Y (Y or N)
5 OK
5 OK
1ft
304 fmsl
300 fmsl
4ft OK
Y (Y or N)
305.17 fmsl
2.83 ft OK
0
0
0 Recommend more species.
Y (Y or N) OK
n (Y or N) Excess volume must pass through filter.
50 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
7.1 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
is
O?O? W ATF,9pG
s
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I: PROJECT ,INFORMATION
Project name TRADITIONS SOUTHWEST
Contact person MICHAEL ALLEN
Phone number 919-858-1888
Date 12/18/2009
Drainage area number N
IV DESIGN INFORMATION
Site Characteristics
Drainage area 435,337 ftz
Impervious area, post-development 147,469 ft2
% impervious 33.87 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
• Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the l yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm, pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume

13,055 ft3 OK
13,923 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
to
Y (Y or N)
2.9 in
0.35 (unidess)
0.55 (unitless)
4.82 in/hr OK
4.70 ft3/sec
0.98 ft3/sec
-3.72 ft3/sec
305.00 fmsl
303.75 fmsl
fmsl
304.25 fmsl
302.75 fmsl Data not needed for calculation option #1, but OK if provided.
299.75 fmsl
298.75 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
II. ,DESIGN INFORMATION
Surface Areas
• Area, temporary pool 12,619 ftZ
Area REQUIRED, permanent pool 5,181 ftZ
SAIDA ratio 1.19 (unitless)
Area PROVIDED, permanent pool, Aperm-pool 9,083 ft' OK
Area, bottom of 1Oft vegetated shelf, Aboc Shelf 7,075 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abot-pond 3,946 ft'
Volumes
Volume, temporary pool 13,923 ft3 OK
Volume, permanent pool, VPermyool 23,623 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,985 ft3
Forebay % of permanent pool volume 21.1% % OK
SAIDA Table Data
Design TSS removal 85 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 1.19 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) y (Y or N)
Volume, permanent pool, VPerm_Pool 23,623 ft'
Area provided, permanent pool, Apen-pool 9,083 ft1
Average depth calculated 2.95 ft Need 3 ft min.
Average depth used in SAIDA, de,,, (Round to nearest 0.5ft) 3.0 ft OK
Calculation option 2 used? (See Figure 10-2b) (Y or N)
Area provided, permanent pool, Aperm-pool 9,083 e
Area, bottom of 1Oft vegetated shelf, Abot shelf 7,075 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abo wd 3,946 ft2
• "Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 3.00 ft
Average depth calculated ft
Average depth used in SAIDA, de,,, (Round to nearest 0.5ft) ft
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 2.00 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (Co) 0.60 (unitless)
Driving head (Ho) 0.42 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (C,,) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 4.70 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.98 ft3/sec
Storage volume discharge rate (through discharge orifice orweir) 0.06 ft3Isec
Storage volume drawdown time 2.40 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 7 :1 OK
Length to width ratio 2.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft - OK
Vegetated filter provided? (Y or N)
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9117/09 Parts I. & il. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
TA OF W ATFj,
> i
`0? o
A
WDENR
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, tilled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 19, 2009
Drainage area number 0
II. DESIGN INFORMATION
Site Characteristics
Drainage area 299,443 ft2
Impervious area 97,529 ft2
Percent impervious 32.6% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 2.593 ft3/sec
Post-development 1-yr, 24-hr peak flow 8.970 ft3/sec
Pre/Post 1-yr, 24-hr peak control 6.377 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 8,728.0 ft3
Volume provided 12,632.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 8,736.0 ft2 OK
Length: 300 ft OK
Width: 47 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 9.3 hr OK
Drawdown time, to 24 inches below surface 8.4 hr OK
Drawdown time, total: 17.7 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
•
% Sand (by weight) 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
• following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
314.00 fmsl
Y (Y or N) OK
N (Y or N)
313 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
310.67 fmsl
2.33 ft
0.33 ft
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
• Other
Y (Y or N)
9 OK
5 OK
1ft
309.34 fmsl
304 fmsl
5.34 ft OK
N (Y or N)
fmsl
313 ft
0
0
0 Recommend more species.
Y (Y or N) OK
Y (Y or N) OK
bu n
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
5.6 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK

OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
A 0`?? O G
h f
o
WDENR
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number P
II. DESIGN INFORMATION
Site Characteristics
Drainage area 269,584 ftz
Impervious area 104,307 ftz
Percent impervious 38.7% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 2.337 ft3/sec
Post-development 1-yr, 24-hr peak flow 9.185 ft3/sec
• Pre/Post 1-yr, 24-hr peak control 6.848 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 8,988.0 ft3
Volume provided 14,022.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 9,650.0 ftz OK
Length: 275 ft OK
Width: 50 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 8.7 hr OK
Drawdown time, to 24 inches below surface 8.4 hr OK
Drawdown time, total: 17.1 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
•
% Sand (by weight) 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 316.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
•
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 315 fmsl
Depth of mulch 0 inches Insufficient mulch depth, unless installing grassed cell.
Bottom of the planting media soil 312.67 fmsl
Planting media depth 2.33 ft
Depth of washed sand below planting media soil 0.33 ft
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 10 OK
What factor of safety is used for sizing the underdrains? (See

BMP Manual Section 12.3.6) 5 OK
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 311.34 fmsl
SHWT elevation fmsl
Distance from bottom to SHWT 311.34 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS N (Y or N)
Elevation of the top of the upturned elbow fmsl
Separation of IWS and Surface 315 ft
Planting Plan
Number of tree species 0
Number of shrub species 0
Number of herbaceous groundcover species 0 Recommend more species.
Additional Information
Does volume in excess of the design volume bypass the

bioretention cell? Y (Y or N) OK
Does volume in excess of the design volume flow evenly distributed

through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 50 ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)? Y (Y or N) OK
Is the BMP localed at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)? Y (Y or N) OK
Inlet velocity (from treatment system) 5.2 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in
the future? N (Y or N) OK
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale OK
Forebay X
Other
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
AMA O?O? W ATF,9oG
WDENR
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number Q
II. DESIGN INFORMATION
Site Characteristics
Drainage area 76,469 ft2
Impervious area 28,733 ft2
Percent impervious 37.6% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 0.664 ft3/sec
Post-development 1-yr, 24-hr peak flow 2.612 ft3/sec
• Pre/Post 1-yr, 24-hr peak control 1.948 ft3/sec
Storage Volume; Non-SA Waters
Minimum volume required 2,492,0 ft3
Volume provided 3,960.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 2,753.0 ft2 OK
Length: 100 ft OK
Width: 42 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 8.4 hr OK
Drawdown time, to 24 inches below surface 8.4 hr OK
Drawdown time, total: 16.8 hr
In-situ soil
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
% Sand (by weight) 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 317.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
•
Is this a grassed cell? Y (Y or N)
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 316 fmsl
Depth of mulch 0 inches
Bottom of the planting media soil 312.67 fmsl
Planting media depth 3.33 ft
Depth of washed sand below planting media soil 0 ft
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 5
What factor of safety is used for sizing the underdrains? (See

BMP Manual Section 12.3.6) 5
Additional distance between the bottom of the planting media and

the bottom of the cell to account for underdrains 1 ft
Bottom of the cell required 311.67 fmsl
SHWT elevation 305 fmsl
Distance from bottom to SHWT 6.67 ft
Internal Water Storage Zone (IWS)
Does the design include IWS Y (Y or N)
Elevation of the top of the upturned elbow 314.03 fmsl
Separation of IWS and Surface 1.97 ft
Planting Plan
Number of tree species 0
Number of shrub species 0
Number of herbaceous groundcover species
• Additional Information 0
Does volume in excess of the design volume bypass the
OK
Insufficient mulch depth, unless installing grassed cell.
OK
OK
OK
OK
Recommend more species.
bioretention cell? Y (Y or N) OK
Does volume in excess of the design volume flow evenly distributed Y (Y or N) OK
through a vegetated filter?
What is the length of the vegetated filter? 50 ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)? Y (Y or N)
Is the BMP located at least 100 feet from water supply wells? Y (Y or N)
Are the vegetated side slopes equal to or less than 3;1? Y (Y or N)
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)? Y (Y or N)
Inlet velocity (from treatment system) 6 ft/sec
Is the area surrounding the cell likely to undergo development in
the future? N (Y or N)
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N)
Is the drainage area permanently stabilized? Y (Y or N)
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay X
• Other
Form SW401-Bioretention-Rev.8
July 30, 2009
OK
OK
OK
OK
Insufficient inlet velocity unless energy dissipating devices are
being used.
OK
OK
OK
OK
Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
of WATF9
QG
A&MA hO?
WDENR Y
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number R
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area 192,104 ft2
Impervious area 71,684 ft2
Percent impervious 37.3% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 1.665 ft3/sec
Post-development 1-yr, 24-hr peak flow 6.544 ft3/sec
•Pre/Post 1-yr, 24-hr peak control 4.879 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 6,083.0 ft3
Volume provided 9,341.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 6,333.0 ft2 OK
Length: 175 ft OK
Width: 33 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 8.9 hr OK
Drawdown time, to 24 inches below surface 8.4 hr OK
Drawdown time, total: 17.3 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
• Soil composition
% Sand (by weight) 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 337.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two
• following questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 336 fmsl
Depth of mulch 0 inches Insufficient mulch depth, unless installing grassed cell.
Bottom of the planting media soil 333 fmsl
Planting media depth 3 ft
Depth of washed sand below planting media soil 0 ft
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 7 OK
What factor of safety is used for sizing the underdrains? (See

BMP Manual Section 12.3.6) 5 OK
Additional distance between the bottom of the planting media and

the bottom of the cell to account for underdrains 1 ft
Bottom of the cell required 332 fmsl
SHWT elevation 327 fmsl
Distance from bottom to SHWT 5 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS Y (Y or N)
Elevation of the top of the upturned elbow 334.17 fmsl
Separation of IWS and Surface 1.83 ft OK
Planting Plan
Number of tree species 0
Number of shrub species 0
Number of herbaceous groundcover species 0 Recommend more species.
• Additional Information
Does volume in excess of the design volume bypass the
bioretention cell? Y (Y or N) OK
Does volume in excess of the design volume flow evenly distributed

through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 50 ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)? Y (Y or N) OK
Is the BMP localed at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)? Y (Y or N) OK
Inlet velocity (from treatmentsystem)
Y (
5.8 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in
the future? N (Y or N) OK
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 ft of grass)
Grassed Swale OK
Forebay X
Other
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
?? ?F W ATF
o? 9?c
h r
MCDENR Y
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitt ed.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number S
11. DESIGN INFORMATION
Site Characteristics
Drainage area 317,585 ft2
Impervious area 109,913 ft2
Percent impervious 34.6% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 2.752 ft3/sec
Post-development 1-yr, 24-hr peak flow 10.160 ft3/sec
• Pre/Post 1-yr, 24-hr peak control 7.408 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 9,791.0 ft3
Volume provided 10,498.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft 3
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil:
Soil permeability
Planting media soil:
Soil permeability
• Soil composition
% Sand (by weight)
% Fines (by weight)
% Organic (by weight)
12 inches
1.00 ft
10,296.0 ft2
215 ft
40 ft
ft
8.8 hr
8.4 hr
17.2 hr
1.00 in/hr
1.00 in/hr
OK
OK
OK
OK
OK
OK
OK
OK
Phosphorus Index (P-Index) of media
Form SW401-Bioretention-Rev.8
July 30, 2009
86% OK
10% OK
4% OK
Total: 100%
20 (unitless) OK
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
• following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
347.00 fmsl
Y (Y or N) OK
(Y or N)
346 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
343 fmsl
3ft
Oft
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
• Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distribute(
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81nches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
July 30, 2009
Y (Y or N)
11 OK
5 OK
1ft
342 fmsl
337 fmsl
5ft OK
Y (Y or N)
344.17 fmsl
1.83 ft OK
0
0
0 Recommend more species.
Y (Y or N) OK
Y (Y or N) OK
50 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
6 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
OK
A
Parts I and II. Design Summary, Page 2 of 2
Permit
(to be provided by DWQ)
. III. ktdUIRED ITEMS'CRECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification. GP ; t?ALC VL&IT,0 Ni
I AC-?-A?E
Page/ Plan T 17 PLAN SE"A"
I iti Sheet No.
CP 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access, 8ff*M6%_T'S wru, be 65T Ar Pt.AT 5TA6E.
- Proposed drainage eas ent and public right of way (ROW),
- Overflow device, and '
F- Boundaries of drainage easement.
W? 1"2 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
P5 - Filter strip.
514P 1'2 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
N a 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
C-F 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
I'3 to verify volume provided.
DKP 1'(0 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
cp 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
A 9. A copy of the deed restrictions (if required).
10. ils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
sail maps are not an acceptable source of soils information.
. MIMAM5 05E9 190111L CAL-VLAAbM5. bC?-tUbS WILL. K OBTAift-D
WWII, CDN6TXX-T`)0'4 PIWA)IMbS AW f;HkL.ISEO.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit No:
(to be assigned by DWQ)
IIL` REQUIRED ITEMS CHEP OT
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
• result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met, If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initi
ill?

V

Pagel Plan
Sheet o.
f?i GP
P5
GP - CAS-WLXDDN PAc??
F5- { I*AA SET'
Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access, FK7V4eKT5 WILL BE
Recorded drains asement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement,
9MP 3 - (0 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
E5r AST PP A?T 5TA6E.
3{O 3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
4. A sols report th ' ased upon an actual field investigation, soil borings, and infiltration tests. The
resuits oft oils report must be verified in the field by DWQ, by completing & submitting the soils
iion request form, County soil maps are not an acceptable source of soils information. All
shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
must include: L5TIy%jrS (35&-b Fb0_ C.A&WLA41,00- 3CXIlg65
OP?rk( I.Stt>zrJ CCP5rWcA?ON D ?ro6S ,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed ting plan (1" = 20' or larger) prepared by a qualified individual showing:
A var' 0f suitable species.
S. s, spacing and locations of plantings,
otal quantity of each type of plant specified, : 1)- E'I To N A4*M5 .b POE
CA la '
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
C P 6. An assurance that the installed system will meet design specifications upon initial operation once the
P5 project is complete and the entire drainage area is stabilized.
13MP HO 7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
GP 8. The supporting calculations (including underdrain calculations, if applicable).
GP 9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
10. A copy of the deed restriction.
WILL air
50D OFD
Form SW401-Bioretention-Rev.7 Part III, Page 1 of 1