20000783 Ver 2_More Info Received_20100226

Soil & Environmental Consultants, PA
11010 Raven Ridge Road - Raleigh, North Carolina 27614 - Phone: [phone]. - Fax: [phone]
www.SandEC.com
February 26, 2010
S&EC Project # 4715.P1
DWQ Project #00-0783, Ver. 2
NC Department of Environment and Natural Resources
Division, of Water Quality ,
401 Oversight/Express Review Permitting Unit
Attn: Cyndi Karoly/lan McMillan
2321 Crabtree Boulevard, Suite. 250
Raleigh, NC 27604
Re: Reply to the Division of Water Quality's Request for More Information
Traditions Subdivision-Phase 1
Wake County, NC
To Mrs. Karoly and Mr. McMillan:
Rk?7 0W21
FES 2 6 2013
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
The purpose of this letter is to respond to your Request for More Information letter dated January 29,
2010. The original questions/requests are copied below as they appear within letter and are then followed
by our response.
Additional Information Requested:
Per the requirements of the NC Stormwater BMP Manual and the Neuse Riparian Buffer Rule, the
outlet structures from the wet detention ponds I and N must be discharged through a correctly
designed level spreader. Level Spreader design requirements are set forth in Chapter 8 of the North
Carolina Stormwater BMP Manual. Please provide one Level Spreader Supplement Form for each
proposed level spreader, including the Required Items checklist and all items listed therein. The BMP
Manual and Supplement Forms are available at httD.,11Dortal.ncdenr orgAveb/w Avs/su/bLhp-manual.
Please see attached Design Calculations for detention ponds "I" and "N" within the
"Stormwater BMP Calculations, Traditions Subdivision Phase 1." Also, the Construction
Drawings for "I" and "N" can be found in "Traditions Southwest Phase 1." Please note that
four (4) of the blo-retention cells have been replaced by two (2) wet ponds; these calculations
are included within the "Stormwater BMP Calculations, Traditions Subdivision Phase V.
2. Please provide a full-size plans at a scale of I"= 60' or larger showing the entire site design with its
storm drainage system, including conveyance devices and BMP's and one foot topographic contours.
Please see attached Grading and General Stormwater Design,on Sheets C-2110 through C204 at
a 1" = 50' scale, Detail Stormwater and Road Design on Sheets C-500 through C-525 at a 1" _
40' horizontal scale and 1" = 4' vertical scale and Detail BMP Designs on Sheets 13MP-1
through 13MP-5 and WP-1, WP-2 at a 1" = 30' horizontal scale and a 1" =10'vertical scale.
Please note that four (4) of the bio-retention cells have been replaced by two (2) wet ponds;
these calculations'are included within the "Stormwater BMP Calculations, Traditions
Subdivision Phase 111.
3. Please provide documentation of the Town of Wake Forest's approval of the stormwater management
plans for this project by providing EITHER:
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro
NC 27455
Phone: [phone] ,
Phone: [phone]
Fax: [phone] Fax: [phone]
• A valid approval letter from the Town of Wake Forest indicating that the proposed activity has
an approved SMP and one copy of the approved SMP, including plan details, calculations and
other supporting information; OR
• A set of stormwater plan details and calculations stamped as "Approved" by the Town of
Wake Forest.
Please see attached Stormwater Management Plan Approval letter from the Town of Wake
Forest, along with a copy of the approved Stormwater Management Plan details, calculations
and other supporting information.
We anticipate that this answers all of the DWQ's questions in order to complete the final review process
requested for the written concurrence of Water Quality Certification 3705 and Riparian Buffer
Authorization. If you have any further questions or any additional explanation is needed, please don't
hesitate to call.
Sincerely,
SOIL & ENVIRONMENTAL CONSULTANTS, PA
ob Zarz c i
Environmental Specialist
CC:
Rob Weintraub-Ammons Development Group, 10405-G Ligon Mill Rd., Raleigh, NC 27587
Attachments:
1) Stormwater BMP Calculations, Traditions Subdivision Phase 1
2) Traditions Southwest Phase 1 Maps
3) Grading and General Stormwater Design on Sheets C-200 through C204
4) Detail Stormwater and Road Design on Sheets C-500 through C-525
5) Detail BMP Designs on Sheets BMP-1 through BMP-5 and WP-1, WP-2
6) Town of Wake Forest SMP Approval letter-dated February 24, 2010
Town a
Wake
February 24, 2010
Mr. Andrew L. Ammons
Ammons Development Group
10405-G Ligon Mill Rd
Wake Forest, NC 27587
Scott A. Miles, PE
Assistant Town Engineer
401 Elm Ave
Wake Forest, NC 27587
[phone]
smiles@,wakeforestnc.?,ov
RE: Traditions Southwest Subdivision
Dear Mr. Ammons,
Forest
No'r h C arolhl a
The Town of Wake Forest has reviewed the storm water management plan for the
Traditions Southwest Subdivision and the proposed activity has been approved.
Feel free to contact me if you have any questions.
Sincerely
02iles, PE
J Assistant Town Engineer
Town of Wake Forest
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CALCULATIONS
TRADITIONS SUBDIVISION
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MULKEY
ENGINEERS 6. CON'SULIANIS
TABLE OF CONTENTS
• STORMWATER BMP DESIGN SUMMARY
• SITE MAPS
o USGS QUAD MAP
o WAKE COUNTY SOIL SURVEY & SOILS INFORMATION
o FLOOD MAP
• DRAINAGE AREA MAPS
• RAINFALL DATA
• ANTI FLOTATION BLOCK CALCULATIONS US??
• BIORETENTIONAREA UNDERDRAIN CALCULATIONS FEB 2 0 2010
• DISSIPATER PAD CALCUALATIONS DE-TER
;NETLNiOS AND ST?tYiit43A1
• 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 & Accumulated Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
¦ LEVEL SPREADER I
• Design Flow Rate Calculation
• Bypass Pipe Sizing Calculation
o BIORETENTIONAREA J- EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental & Accumulated Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ Ql Summary/Hydrograph
¦ Q10 Summary/Hydrograph
o BIORETENTION AREA K - EXISTING AND PROPOSED
• CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental & Accumulated Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
• Ql Summary/Hydrograph
¦ Q10 Summary/Hydrograph
MULKEY INC. 6750 TRYON ROAD CARY, NC 27511 PO BOX 33127 RALEIGH, NC 27636 PH: 919-951-1912 FAX: 919-®51-1918 WWW.MULKEYINC.COM
MULKEY
ENGINEERS e. CONS ULTANTE
• o WET POND L -EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Drawdown Orifice Sizing Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental & Accumulated Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
¦ LEVEL SPREADER L
Design Flow Rate Calculation
Bypass Pipe Sizing Calculation
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 & Accumulated Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
¦ LEVEL SPREADER N
• ¦ Design Flow Rate Calculation
• Bypass Pipe Sizing Calculation
o BIORETENTIONAREA O -EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental & Accumulated Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
• Q10 Summary/Hydrograph
o WET POND P -EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Drawdown Orifice Sizing Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental & Accumulated Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ Q1 Summary/Hydrograph
¦ Q10 Summary/Hydrograph
¦ LEVEL SPREADER P
Design Flow Rate Calculation
Bypass Pipe Sizing Calculation
•
MULKEY INC. 6750 TRYON ROAD CARY, NC 27511 PO Box 33127 RALEIGH, NC 27636 PH: 91 9-851-19 12 FAX: [phone] WWW.MULKEYINr.COM
MULKEY
ENGINEERS & CONSULTANTS
• o BIORETENTIONAREA R -EXISTING AND PROPOSED
¦ CN and First Flush Calculation
¦ Outlet Structure Section View
¦ Pond Report (Elevations, Areas, Incremental & Accumulated Volumes)
¦ Watershed Model Schematic/Hydrograph Peak Flow Summary
¦ QI Summary/Hydrograph
¦ Q10 Summary/Hydrograph
• OPERATIONAND MAINTENANCE AGREEMENT
• DWQ SUPPLEMENTAL FORMS /FILTER STRIP PHOTGRAPHS/LEVEL SPREADER
DETAILS I REQUIRED ITEMS CHECKLISTS

•
MULKEY INC. 6750 TRYON ROAD CARY, NC 2751 1 PO BOX 33127 RALEIGH, NC 27636 PH: 919-851-1912 .Ax: 919-851-191 B WWW.MULKEYINC.COM
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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
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-l, 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 sanely
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-brown 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 IVe-1, 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
sto, y ellowish-red, firm clay loam to clay that is mottled
ith red in most places. A few areas where the slopes
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 (AM).-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
,vith 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 mapping 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 IIe-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
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WAKE COUNTY, NORTH CAROLINA
brown sand or loamy sand 4 to 10 inches thick. Be-
neath the surface layer are layers of pale-brown to,yel-
lowish-brown sand or loamy sand that range from 30 to
more than 36 inches in total thickness.
Droughtiness is a hazard during dry spells, and these
soils are subject to leaching during wet spells. Infiltra-
tion is good, and surface runoff is slow. The soils are
easy to keep in good tilth and can be worked through-
out a wide range of moisture content.
These soils are fairly well suited to corn, truck crops,
small grains, and pasture. Most of the acreage is in for-
est, but a small acreage is in pasture. (Capability unit
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 formed 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 132 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 yellowish
red B1 horizon, and the B3 horizon is streaked with yelloN
in some areas. The combined thickness of the surface lave
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).-Thu
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 arAs 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 era
sion are needed in the cultivated areas. (Capability unil
IIe-11 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.
W1,
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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 cafe 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 Me-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-brow- n to yellowish-brown sandy loam 6 to 10
inches 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 loams 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-11 woodland suitability
group 5, wildlife suitability group 1)
Cecil gravelly sandy loam, 2 to 6 percent slopes
(CgB).-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-

•
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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 iii 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 the
uplands. Its surface layer is very dark grayish-brown to
light yellowish-brown loamy sand 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 been
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 inapped 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 keep
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 IIIe--4, woodland suitability group 12, wildlife suit.
ability group 4)
Louisburg-Wedowee complex, 2 to 6 percent slopes,
eroded RwB2).-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 sandy
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, and
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 be
worked throughout a fairly wide range of moisturc
content.
Most of the acreage is in forest, but these soils are
fairly well suited to many of the locally grown crop
Intensive practices that effectively control runoff an(I
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 percenl
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 t(
yellowish-red, very friable to loose sandy loam 15 to 3(
inches thick.
WAKE COUNTY) -NORTH CAROLINA
Intiltration is good, and surface runoff is slow to
• ponded• If this soil has been drained, it is easy to keep
m good tilth. Because of a slowly permeable subsoil,l
however, tillage can be performed within only a fairly
nalro" range of moisture content.
11Iost. of the acreage is in forest, but a small acreage
is in psi ?,t ure 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 difficult. Nevertheless, if cultivated crops are to be
grown, a complete system of surface and subsurface
dmiliaoe, is needed. (Capability unit IIIw-2, woodland
suitability group 4, wildlife suitability group 2)
Wake Series
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The Jj'al.e series consists of gently sloping to moderate-
1•y steep, somewhat excessively drained soils that are very
shallow ovcr 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 d I %, 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 county Wake soils are not important for farm-
ing. Alost 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.
22241 0.15 of a mile south on a private road, in a small
cultivated field south of the road :
-gip-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 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-
spar, mica, and other dark minerals, as well as particles of
liuartz. In places the texture throughout the profile is gravelly
{ iaamy sand instead of loamy sand. Depth to hard rock is
only 20 inches or less.
1Vake soils occur with Louisburg soils. They are shallower
4per bedrock than are the Louisburg soils.
ake soils, 2 to 10 percent slopes (WkQ -These soils
on small idges and side slopes in the uplands. They
a surface layer of very dark grayish-brown to light
ish-brown loamy sand or gravelly loamy sand 2 to
ehes thick. Beneath the surface layer is yellow to
Wish-brown loamy sand 0 to 14 inches thick.
?M
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 good 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.
B21t-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 1S 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
Page 1 of 2
' . POINT PRECIPITATION'
FREQUENCY ESTIMATES i
FROM NOAA ATLAS 14M?
• ` 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 Maps Other info. IF-G- data Maps Docs Return to State I
Estimates
1 20 3 --IF--] 45 60
ARI 5 10 15 30 60 120 3 hr ?r 12 ?4 hr 48 hr d da 7 da 10
ears) min min min min min min ?? hr?? lea da d
U 0.40 110 0.80 111 11137 11160 1.69 112 2.41112 87 113 113 114 114 116 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
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates inches
-]F _ ARI** 5 10 15 30 60 120 3 6 12 24 48 [4] d7 ay 20 30 45 60
(years) min min min min min min hr ][hr hr hr hr da day day day day 11 day da
L ?J 0.44 0.70 0.88 1.20 1.50 1.76 1.86 2.23 2.63 3.09 3.56 3.98 4.59 5.23 7.00 8.66 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 20.89
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 23.87
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
i ne 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.
of-lnnn
5/20/2009
* 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.
ittp://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statename=NORTH+C...
Precipitation Frequency Data Server
1 5? 0.50 11o 11, 1.43 1.83 2.15 2.29 2.77 3.28 114 4.63 5.13 5.86
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
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
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
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
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
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
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
'The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given fr
'These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
1aasa refer to N01 ; Atlas 14 Document for snore 1. nf0m. at on. NOTE: Porn .a ung prevents esti atea near zero to appear as Z2ro.
Text version of tables
.7
•
6.58 118 10.51 13.23 15.62
7.44 9.65 11.63 14.51 17.01
8.59 11.04 13.11 16.16 18.78
9.48 12.12 14.24 17.39 20.09
F 10.38 13.19 15.36 18.57 21.34
711.28 14.27 16.46 19.74 22.56
12.50 15.73 17.90 21.25 24.12
13.42 16.85 19.00 22.39 25.29
are less than.
Page 2 of 2
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
' 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. Parrybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed May 20 2009
ARI 10 15 30 1 20
2 30 45 60
b
l ? R R I Z I I [;j j L!k
da
da
j
da
-
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 0.01 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
?I 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 6753 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
'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 forces estimates near zero to appear as zero.
Upper bound of the 90% confidence interval
Precinitntion Tntencity F%timatpc (in/hrl 11
AM**
(years)
5.27 4.21 3.50 2.40 1.50 0.88 0.62 0.37 0.22 0.13 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
.6.16 4.93 4.13 2.85 1.79 1.05 0.74 0.45 0.26 0.16 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
7.08 5.66 4.78 3.39 2.18 1.29 0.92 0.55 0.33 0.19 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.85 6.28 5.29 3.83 2.50 1.49 1.07 0.64 0.38 0.23 0.13 0.07 0.05 0.04 OF
0.02 0.01 0.01
F 21E 08 005
50 9.24 7.36 6.21 4.67 3.87 1.94 1.41 0.86 0.51 0.30 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
DDDOC?DODDDODODFo F
100 9.76 7.75 6.53 5.00 3.45 2.13 1.57 0.96 0.58 0.34 0.19 76161F6
07 0.05 0.03 0.02 0.02 0.02
200 10.22 8.11 6.82 5.31 3.72 2.33 1.73 1.06 0.64 0.37 0.21 0.11 0.07 0.05 0.03 0.03 0.02 0.02
500 10.73 8.48 7.12 5.66 4.06 2.58 1.95 1.20 0.73 0.42 0.23 0.13 0.08 0.06 0.04 0.03 0.02 0.02
1000 11.14 8.77 7.34 5.94 4.34 2.78 2.13 1.32 0.81 0.46 0.26 0.14 0.09 0.06 0.04 0.03 0.02 0.02
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 Alas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
120 6 4 7 20 30 45 60
min5 10 min 15 min 11 30 min 11 60 min min 3 hr hr 12 hr 24 hr 48 hr da da 10 day 11 day day 11 day 11 day
Page 1 of 2
Return to State I
5/20/2009
ittp://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd&statename=NORTH+C...
Precipitation Frequency Data Server
6.94 5.82 4.63
`The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quanfile 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.
Text version of tables

•
Page 2 of 2
http://hdsc.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=idf&units=us&series=pd&statename=NORTH+C... 5/20/2009
Please refer to NOAA Mas 14 Document for more infoiination. NOT E: Foinnatuiig prevents estimates near zero to appear as zero.
ANTI-FLOTATION BLOCK CALCULATIONS
• WET POND I
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
333
326
7.0 ft
0 in
18 in
9.0 sf
76.5 cf
4774 lbs
150 pcf
2025 Ibs
0 Ibs
2025 Ibs
150 pcf
2.0 ft
4.5 ft
6075 Ibs
8100 Ibs
1.70 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• BIO RETENTION AREA J
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
325
321.67
3.3 ft
0 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
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
12 in
12 in
335.5
331.17
4.3 ft
0 in
18 in
1.0 sf
5.8 cf
364 Ibs
150 pcf
225 lbs
0 Ibs
225 Ibs
150 pcf
1.0 ft
2.0 ft
600 Ibs
825 Ibs
2.27 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• WET POND 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
is 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
42 in
42 in
310.25
302
8.3 ft
0 in
18 in
12.3 sf
119.4 cf
7453 Ibs
150 pcf
2756 Ibs
0 Ibs
2756 Ibs
150 pcf
3.0 ft
5.0 ft
11250 Ibs
14006 Ibs
1.88 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 O
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
O 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
WET POND 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)
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
316.75
311
5.8 ft
0 in
18 in
9.0 sf
65.3 cf
4072 Ibs
150 pcf
2025 Ibs
0 Ibs
2025 Ibs
150 pcf
2.0 ft
4.0 ft
4800 Ibs
6825 Ibs
1.68 OK
0
ANTI-FLOTATION BLOCK CALCULATIONS
• BIO RETENTION AREA R
Buoyancv 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
is Concrete pour from barrel invert
footing
Length/Width of footing
Total Weight of footing
Total weight of Box+footing
FACTOR OF SAFETY
to T top of footing
Total of weight above footing
Weight Thickness of Box
Anti-Flotation Block Calculations
Assume Wt of Concrete
=
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
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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).
?,o = 39.90
IN Sa = 2 `/? 2-1
Rev. 12/93 -4? (jN FN c-, = Z 8.06.3
wii? Ttf @ 'i'? i'I's E 3h2- '- G
wij?r,4 0 F-Xl1 L 22'1' 2- '.: 2 C/
1W zuu 500 1000
Discharge (ft3/sec)
Appendices
•
31O+E%C/v7 T
3Qo ??

2
1
-- ivu zuu 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).
?ta= -7 93 CPS
dsU = ?" fI`!IN) JMAX
7* k AJ ESS = /. S >? S " = / y!
GN t,l?/VG7H- /0 (?y/N
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Rev. 12/93 1 FS ? ? ? y S
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Appendices

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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).
z -2- C FS
(Pto
> /?E = - i
SU = (v
M?4x l• 5` K
Rev. 12/93
Tom/ _ / 8.06.3
LEvG O
3 X 12'' = 3 4o = 3 '
Appendices
•
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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).
L7. 70
CIS 0 - "
ate, AA ?. sn 60
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Rev. 12/93 8.06.3
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Appendices
•
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- ivu zuU 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).
Qv - 2y7-9 cF.s
aMO
4kUA1 (.6/LG7-11\ = /6 '
Rev. 12/93 W I h J'y @- j f W F c 3, Z t '
(Ail A n4 @ L- A)b ? i 8.06.3
Appendices
•
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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).
= 2(a. ?/(o eFS
dyAX= 6„P
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'
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Rev. 12/9'.
WI?714 e i i?E :- 8.06.3
ivv zuu 500 1000
Discharge (ft3/sec)
Appendices
r?
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Curves may not be extrapolated.
Figuure' 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
??Eq 29yT i,
?lsz, = 7
• 7WICEAit9S = /? "
,If?'2UN C.f-NG7H - /$ r
Rev. 12/93 rkF C \ l \ F- = 3 x _ r 8.06.3
rf+ C E,vt?
ru 5u 100 200 500 1000
Discharge (ft3/sec)
Appendices
•
l 109 E -IFIivi/o'Aj R
3Qo
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w
m
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co
n
cc
0
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-- :)u iuu 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
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Q?? = / F y2 cF.S
dso = ?" CMIN)
Ax=
l S"* b " 9
46A C17V 3 '
Rev. 12/93
wiIS TH e ?t?f- = 3A 2-V (, ' 8.06.3
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?*-MULKEY CALCULATION
SHEET PAGE OF
ENGINEERS & CONSULTANTS
I?NT SUBJECT Prepared By ? Date
16JECTNo. 1 Z /(e
Tip r ~r Sir ?- :r 7_ R
eviewed By 1414' Date
E 7-
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Feb 26, 2010
Pond No. 1 - WET POND I
• ;Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begi ning Elevation = 326.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
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 14,198 13,597 62,837
9.25 335.25 14,507 3,588 66,424
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 2.00 Inactive 0.00 Crest Len (ft) = 14.13 25.00 0.00 0.00
Span (in) = 24.00 2.00 12.00 0.00 Crest El. (ft) = 333.00 334.25 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 330.00 331.25 328.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 275.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 5.00 0.00 0.00 n/a
N-Value
Orifice Coeff. = .013
= 0.60 .013
0.60 .013
0.60 n/a
0.60
Exfil
(inthr)
= 0
000 (b
C
t
. .
y on
our)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: CulverUOrifice oufflows 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 Exf1l User Total
ft cuft ft cis cfs cfs cis cfs cfs cfs cfs cis cis cfs
0.00 0 326.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0
000
0.10 119 326.10 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- .
0
000
0.20 238 326.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
0.30 356 326.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
0.40 475 326.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
0.50 594 326.50 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- --- .
0
000
0.60 713 326.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
0.70 831 326.70 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- .
0
000
0.80 950 326.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- .
0
000
0.90 1,069 326.90 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
1.10 1,403 327.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
1.20 1,619 327.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
1.30 1,835 327.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
1.40 2,050 327.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- .
0
000
1.50 2,266 327.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
1.60 2,482 327.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
1.70 2,697 327.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
1.80 2,913 327.80 0.00 0.00 0.00 --- 0
00 0
00 --- .

1.90
3,129
327.90
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

2.10
3,655
328.10
0.00
0.00
0.00
--- .
0
00 .
0
00
--- --- --- --- 0.000

2.20
3,965
328.20
0.00
0.00
0.00
--- .
0
00 .
0
00
--- --- --- --- 0.000

2.30
4,276
328.30
0.00
0.00
0.00
--- .
0
00 .
0
00
--- --- --- --- 0.000

2.40
4,586
328.40
0.00
0.00
0.00
--- .
0
00 .
0
00 --- --- --- 0.000
•
2.50
4,897
328.50
0.00
0.00
0.00 .
0
00 .
0
00 N_ - --? --- 0.000

2.60
5,207
328.60
0.00
0.00
0.00
--- .
0.00 .
0
00
-- 0.000

2.70
5,518
328.70
0.00
0.00
0.00
---
0
00 .
0
00
--- --- --- --- 0.000

2.80
5,828
328.80
0.00
0.00
0.00
--- .
0
00 .
0
00
--- --- --- --- 0.000
. . --- --- --- 0.000
Continues on next page...
•
•,
•
WET POND I
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfii User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.90 6,138 328.90 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.00 6,449 329.00 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.10 6,867 329.10 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.20 7,286 329.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.30 7,704 329.30 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.40 8,122 329.40 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.50 8,540 329.50 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.60 8,959 329.60 0.00 0.00 0.00 -- 0.00 0.00 --- ---
3.70 9,377 329.70 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.80 9,795 329.80 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.90 10,213 329.90 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.00 10,632 330.00 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.05 10,899 330.05 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.10 11,167 330.10 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.15 11,435 330.15 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.20 11,702 330.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.25 11,970 330.25 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.30 12,238 330.30 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.35 12,506 330.35 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.40 12,773 330.40 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.45 13,041 330.45 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.50 13,309 330.50 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.55 13,653 330.55 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.60 13,997 330.60 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.65 14,341 330.65 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.70 14,685 330.70 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.75 15,029 330.75 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.80 15,373 330.80 0.00 0.00 0.00 --- 0.00 0.00 --- --
4.85 15,717 330.85 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.90 16,061 330.90 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.95 16,405 330.95 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.00 16,749 331.00 0.00 0.00 0.00 --- 0.00 0.00
5.03 16,959 331.03 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.05 17,169 331.05 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.08 17,379 331.08 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.10 17,589 331.10 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.13 17,798 331.13 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.15 18,008 331.15 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.18 18,218 331.18 0.00 0.00 0.00 --- 0.00 0.00
5.20 18,428 331.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.23 18,638 331.22 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.25 18,848 331.25 0.00 0.00 0.00 --- 0.00 0.00 --- ---
5.33 19,555 331.33 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- ---
5.40 20,261 331.40 0.03 is 0.03 is 0.00 --- 0.00 0.00 --- ---
5.47 20,968 331.48 0.04 is 0.04 is 0.00 --- 0.00 0.00
5.55 21,674 331.55 0.05 is 0.05 is 0.00 --- 0.00 0.00 --- -_-
5.62 22,381 331.63 0.06 is 0.06 is 0.00 --- 0.00 0.00 --- __-
5.70 23,088 331.70 0.06 1s 0.06 is 0.00 --- 0.00 0.00 --- ---
5.77 23,794 331.78 0.07 is 0.07 is 0.00 --- 0.00 0.00 --- -_-
5.85 24,501 331.85 0.08 is 0.08 is 0.00 -- 0.00 0.00 --- ---
5.92 25,207 331.93 0.08 is 0.08 is 0.00 --- 0.00 0.00 --- ---
6.00 25,914 332.00 0.09 is 0.09 is 0.00 --- 0.00 0.00 --- ---
6.10 27,002 332.10 0.09 is 0.09 is 0.00 --- 0.00 0.00 --- ---
6.20 28,089 332.20 0.11 is 0.10 is 0.00 --- 0.00 0.00 --- __-
6.30 29,177 332.30 0.11 is 0.10 is 0.00 -- 0.00 0.00 ---
6.40 30,264 332.40 0.11 is 0.11 is 0.00 --- 0.00 0.00 ---
6.50 31,352 332.50 0.12 is 0.11 is 0.00 --- 0.00 0.00 ---
6.60 32,439 332.60 0.12 is 0.12 is 0.00 --- 0.00 0.00 ---
6.70 33,527 332.70 0.13 is 0.12 is 0.00 --- 0.00 0.00 --- ---
6.80 34,615 332.80 0.13 is 0.13 is 0.00 --- 0.00 0.00 ---
6.90 35,702 332.90 0.13 is 0.13 is 0.00 --- 0.00 0.00 ---
7.00 36,790 333.00 0.14 is 0.14 is 0.00 --- 0.00 0.00 ---
7.10 38,035 333.10 1.64 is 0.14 is 0.00 --- 1.49 0.00
7.20 39,280 333.20 4.44 is 0.14 is 0.00 --- 4.21 0.00 --- ..
7.30 40,525 333.30 7.96 is 0.15 is 0.00 --- 7.73 0.00 ---
7.40 41,770 333.40 12.08 is 0.14 is 0.00 --- 11.90 0.00 ---
7.50 43,015 333.50 16.75 is 0.12 is 0.00 --- 16.64 0.00 ---
7.60 44,260 333.60 21.69 1s 0.08 is 0.00 --- 21.62s 0.00 --- ---
7.70 45,505 333.70 23.22 is 0.06 is 0.00 --- 23.16s 0.00 --- -_-
7.80 46,750 333.80 24.18 is 0.05 is 0.00 --- 24.13s 0.00
7.90 47,995 333.90 24.93 is 0.04 is 0.00 --- 24.88s 0.00 --- _--
- - --- 0.000
- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- -- 0.000
--- --- 0.000
--- --- 0.000
-- -- 0.000
--- -- 0.000
--- --- 0.000
-- -- 0.000
--- --- 0.000
--- -- 0.000
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--- --- 0.000
--- 0.000
--- -- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
-- --- 0.000
--- -- 0.000
-- --- 0.000
--- - --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
-- -- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.009
--- --- 0.027
--- --- 0.040
--- --- 0.049
--- --- 0.057
--- --- 0.064
--- --- 0.070
--- --- 0.076
--- --- 0.081
--- --- 0.086
--- 0.936 1.028
-- 1.872 1.970
--- 2.808 2.911
--- 3.744 3.852
-- 4.680 4.793
--- 5.616 5.734
--- 6.552 6.675
--- 7.488 7.615
--- 8.424 8.555
-- 9.360 9.496
--- 9.360 10.99
--- 9.360 13.71
--- 9.360 17.24
--- 9.360 21.40
--- 9.360 26.11
-- 9.360 31.05
--- 9.360 32.58
--- 9.360 33.54
9.360 34.29
Continues on next page
WET POND I
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A
ft tuft ft cfs
•
8.00 49,240 334.00 25.57 is
8.10 50,600 334.10 26.14 is
8.20 51,959 334.20 26.67 is
8.30 53,319 334.30 27.16 is
8.40 54,679 334.40 27.63 is
8.50 56,038 334.50 28.08 is
8.60 57,398 334.60 28.51 is
8.70 58,758 334.70 28.93 is
8.80 60,117 334.80 29.34 is
8.90 61,477 334.90 29.75 is
9.00 62,837 335.00 30.14 is
9.03 63,195 335.03 30.24 is
9.05 63,554 335.05 30.34 is
9.07 63,913 335.08 30.43 is
9.10 64,272 335.10 30.53 is
9.12 64,631 335.13 30.63 is
9.15 64,989 335.15 30.72 is
9.17 65,348 335.18 30.82 is
9.20 65,707 335.20 30.91 is
9.22 66,066 335.22 31.01 is
9.25 66,424 335.25 31.10 is
...End

Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.04 is 0.00 --- 25.53s 0.00 --- --- -- 9.360 34.93
0.04 is 0.00 --- 26.11s 0.00 --- --- --- 9.360 35.50
0.03 is 0.00 --- 26.63s 0.00 --- --- --- 9.360 36.02
0.03 is 0.00 --- 27.12s 0.73 --- --- --- 9.360 37.23
0.03 is 0.00 --- 27.59s 3.78 --- --- --- 9.360 40.76
0.02 is 0.00 --- 28.05s 8.13 --- -- --- 9.360 45.56
0.02 is 0.00 --- 28.48s 13.46 -- --- --- 9.360 51.32
0.02 is 0.00 --- 28.89s 19.62 -- --- --- 9.360 57.89
0.02 is 0.00 --- 29.30s 26.51 - - -- --- 9.360 65.19
0.02 is 0.00 --- 29.70s 34.07 --- --- --- 9.360 73.15
0.02 is 0.00 --- 30.12s 42.22 --- --- --- 9.360 81.71
0.02 is 0.00 --- 30.20s 44.35 --- --- --- 9.360 83.92
0.02 1s 0.00 --- 30.31 s 46.51 --- --- --- 9.360 86.19
0.02 is 0.00 --- 30.38s 48.71 --- --- --- 9.360 88.46
0.02 is 0.00 --- 30.51 s 50.94 --- --- --- 9.360 90.82
0.02 is 0.00 --- 30.58s 53.20 --- -- --- 9.360 93.16
0.02 is 0.00 --- 30.69s 55.50 --- --- --- 9.360 95.56
0.02 is 0.00 --- 30.78s 57.83 --- --- --- 9.360 97.98
0.02 is 0.00 --- 30.88s 60.19 --- --- --- 9.360 100.44
0.02 is 0.00 --- 30.96s 62.57 --- --- --- 9.360 102.90
0.02 is 0.00 --- 31.07s 65.00 -- --- --- 9.360 105.44
0
Watershed Model SchemaAgaflow Hydrographs Extension for AutoCADG) Civil 3DO 2008 by Autodesk, Inc. v6.052
1 2
3
40% 6%5
Legend
Hvd. Oriain Description
1 SCS Runoff PRE DEVELOPMENT
2 SCS Runoff POST DEVELOPMENT
3 Reservoir WET POND I ROUTED
Diversion1 OUTFLOW TO LEVEL SPREADER
Diversion2 OUTFLOW TO BYPASS PIPE
Project: TRADITIONS SW WET POND I WITH LEVEL SPREADER.gpw Friday, Feb 26, 2010
Hyd rog ra p h Return Period Hy"d?anoypgraphs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
Hyd.
? Hydrograph
t Inflow
H
d Peak Outflow (cfs) HYdro9raph
. ype y
(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 Reservoir 2 5.921 ----- ------- ------- 47.58 ------- ------- ------- WET POND I ROUTED
4 Diversion1 3 5.921 ------- ------- ------- 9.360 ------- ------- ------- OUTFLOW TO LEVEL SPREADER
5 Diversion2 3 0.000 ------- ------- ------- 38.22 ------- ------- ------- OUTFLOW TO BYPASS PIPE
Proj. file: TRADITIONS SW WET POND I WITH LEVEL SPREADER.gpW Friday, Feb 26, 2010
Hyd rog ra p h Summary Re Rgd7aflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
' Hyd . 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 6.376 2 718 18,212 ------ ----- ------ PRE DEVELOPMENT
2 SCS Runoff 22.05 2 718 44,750 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 5.921 2 724 44,584 2 332.63 32,656 WET POND I ROUTED
4 Diversionl 5.921 2 724 44,584 3 ------ ------ OUTFLOW TO LEVEL SPREADER
5 Diversion2 0.000 2 n/a 0 3 ------ ------ OUTFLOW TO BYPASS PIPE
TRADITIONS SW WET POND I WITH LE He®RRI*BR1g)%ar Friday, Feb 26, 2010
4
4
i
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 = 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
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 ' I ?I I 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 -- 1 Year
Friday, Feb 26, 2010
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
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• 4yd. No. 2
POST 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
Q (cfs)
24.00
00.00
16.00
12.00
8.00
4.00
0.00
•
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Friday, Feb 26, 2010
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
20.00
16.00
12.00
8.00
4.00
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
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
•0.00
16.00
12.00
8.00
4.00
0.00 ' '
0 240
. Hyd No. 3
WET POND I ROUTED
Hyd. No. 3 -- 1 Year
Friday, Feb 26, 2010
Peak discharge = 5.921 cfs
Time to peak = 724 min
Hyd. volume = 44,584 cuft
Max. Elevation = 332.63 ft
Max. Storage = 32,656 cuft
480 720 960
Hyd No. 2
1200 1440 1680 1920 2160
= 11 Total storage used = 32,656 cuft
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
NI`_ 0.00
2400
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
*Hyd. No. 4
OUTFLOW TO LEVEL SPREADER
Hydrograph type = Diversion1
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND I ROUTED
Diversion method = Constant Q
Friday, Feb 26, 2010
Peak discharge = 5.921 cfs
Time to peak = 724 min
Hyd. volume = 44,584 cuft
2nd diverted hyd. = 5
Constant Q = 9.36 cfs
Q (cfs)
6.00
.5.00
4.00
3.00
2.00
1.00
0.00 '
0 240 480 720
• Hyd No. 4 -- Up to 9.36 cfs
OUTFLOW TO LEVEL SPREADER
Hyd. No. 4 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
960 1200 1440 1680 1920 2160 2400 0.00
- H d No. 3 -- Inflow -- Time (min)
Y Hyd No. 5 -- 3 minus 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
*Ayd. No. 5
OUTFLOW TO BYPASS PIPE
Hydrograph type = Diversion2
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND I ROUTED
Diversion method = Constant Q
Friday, Feb 26, 2010
Peak discharge = 0.000 cfs
Time to peak = n/a
Hyd. volume = 0 cult
2nd diverted hyd. = 4
Constant Q = 9.36 cfs
Q (cfs)
6.00
105.00
OUTFLOW TO BYPASS PIPE
Hyd. No. 5 -- 1 Year
4.00
2.00
1.00
3.00
0.00 '
0 20
• - Hyd No. 5 -- > 9.36 cfs
40 60 80 100
Hyd No. 3 -- Inflow - Hyd No. 4
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
---1- 0.00
120
Time (min)
Hyd rog ra p h Summary Re R Fallow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4 '4 yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
?. type
(origin) flow
(cfs) interval
(min) peak
(min) volume
(cult) hyd(s) elevation
(ft) strge used
(cuft) 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 47.58 2 722 148,250 2 334.58 56,515 WET POND I ROUTED
4 Diversion1 9.360 2 716 108,443 3 ------ ------ OUTFLOW TO LEVEL SPREADER
5 Diversion2 38.22 2 722 39,806 3 ------ ----- OUTFLOW TO BYPASS PIPE
TRADITIONS SW WET POND I WITH LE He8RPJMrWR1&Year Friday, Feb 26, 2010
4
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 = 16.890 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
50.00
040.00
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Friday, Feb 26, 2010
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
Q (cfs)
50.00
40.00
30.00
20.00
10.00
•
0.00
30.00
20.00
10.00
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
• Ayd. No. 2
POST DEVELOPMENT
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
Friday, Feb 26, 2010
Peak discharge = 73.50 cfs
Time to peak = 716 min
Hyd. volume = 148,418 cuft
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
80.00
•70.00
60.00
E
50.00
40.00
30.00
20.00
10.00
0.00
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
.4 1
40 15600.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 14
Hyd No. 2 Time (min)
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
Storage Indication method used. Wet pond routing start elevation = 331.25 ft
Q (cfs)
80.00
60.00
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 ' -1 1
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 3 - Hyd No. 2 TITILME Total storage used = 56,515 cuft Time (min)
WET POND I ROUTED
Hyd. No. 3 -- 10 Year
Friday, Feb 26, 2010
Peak discharge = 47.58 cfs
Time to peak = 722 min
Hyd. volume = 148,250 cuft
Max. Elevation = 334.58 ft
Max. Storage = 56,515 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 4
OUTFLOW TO LEVEL SPREADER
Hydrograph type = Diversion1
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND I ROUTED
Diversion method = Constant Q
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 1 11 1 1
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
- Hyd No. 4 -- Up to 9.36 cfs - H d No. 3 -- Inflow -- Time (min)
Y Hyd No. 5 -- 3 minus 4
Friday, Feb 26, 2010
Peak discharge = 9.360 cfs
Time to peak = 716 min
Hyd. volume = 108,443 cuft
2nd diverted hyd. = 5
Constant Q = 9.36 cfs
OUTFLOW TO LEVEL SPREADER
Hyd. No. 4 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Ayd. No. 5
OUTFLOW TO BYPASS PIPE
Hydrograph type = Diversion2
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND I ROUTED
Diversion method = Constant Q
Q (cfs)
50.00
•40.00
•
30.00
20.00
10.00
0.00
Friday, Feb 26, 2010
Peak discharge = 38.22 cfs
Time to peak = 722 min
Hyd. volume = 39,806 cuft
2nd diverted hyd. = 4
Constant Q = 9.36 cfs
OUTFLOW TO BYPASS PIPE
Hyd. No. 5 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
- Hyd No. 5 -- > 9.36 cfs - I Hyd No. 3 -- Inflow - Hyd No. 4 Time (min)
•

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®.,....® M U L IC E Y' Calculation Sheet
I-C.;U? I rJUE RS £- 173.7toSU1F.'7 F
TENT SUBJECT BYPASS STRUCTURE I
PROJECT No.
Flow from first inch to Level Spreader (Q,..) =
HEADWATER DESIGN
Q=Cp * A * (2gH)o.s
Q = discharge (cfs)
9.29 cfs
CD = coefficient of discharge (0.6 default value)
A = cross sectional area of orifice (ft)
g = acceleration of gravity (32.2 ft/secz)
• H = driving head (ft)
A= Tr * dZ/4
A = cross sectional area of orifice
d = orifice diameter
d = 12"
A = 113" (in2)
A = 0.79 (ft)
H = 6.50 (ft)
Q=Cp*A*(2gH)0.5 = (cfs)
BYPASS PIPE DESIGN INFO
Invert of Pipe to Level Spreader = 326.00
• Centroid Elevation = 326.50
High Flow Bypass Pipe Invert = Centroid Elev + Driving Head 333.00
Page OF
Prepared By Date
Reveiewed By Date
Values to be input by user
(assume a height to centroid of orifice)
? N
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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 J
•' 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] [B] [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 risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrtRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cis cfs
0.00
1
00 0
2
124 324.00 0.00 ---
325
00 9
55 -- --- 0.00 0.00 --- --- 0.000 --- 0.000
. , .
.
oc --- --- 0.00 0.00 --- --- 0
059 --- 0
059
2.00 4,951 326.00 14.05 oc --- --- --- 14.05s 18.38 --- .
--- 0.072 --- .
32.51
0
Watershed Model Schemaqgaflow Hydrographs Extension for AutoCADO Civil 3D@ 2008 by Autodesk, Inc. v6.052
1 2
' 3?
Leaend
Hvd.2ftn Description
1 SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION M ROUTED
Project: TRADITIONS SW BIORETENTION J.gpw I Friday, Dec 18, 2009
Hydrograph Return Period HFdr#RyPographs Extension for AutoCAD®Civil 3138 2008 by Autodesk, Inc. v6.052

4
4
4yd
ao . Hydrograph
t Inflow
H
d Peak Outflow (cfs) Hydrograph
' . 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
Hydrograph Summary Repdr
ydra ow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. v6.052
i
'yd.
b. 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 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.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 = 1.960 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 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
• Hyd No. 1 Time (min)
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 = 1.960 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
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
Q (cfs)
3.00
•
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 1560 0.00
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
• 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
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
3.00
•
2.00
1.00
0.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BIORETENTION M ROUTED
Hyd. No. 3 -- 1 Year
Friday, Dec 18, 2009
= 0. 187 cfs
= 750 min
= 903 cuft
= 325.03 ft
= 2,204 cuft
u -ILu 24u 360 480 600 720 840 960
• - Hyd No. 3 - Hyd No. 2 QILtT IE Total storage used = 2,204 cuft
Q (cfs)
3.00
2.00
1.00
-J- 0.00
1080
Time (min)
Hydrograph Summary Rep??r
ydra ow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. v6.052
4
Ayd.
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
(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

1
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 = 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 cult
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
6.00
• 5.00
4.00
3.00
2.00
1.00
C,
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 I I i i J 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
• 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
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 1 1 - I 1 1 1 1 0
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560.00
• Hyd No. 2 Time (min)
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
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 J
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
10.00
08.00
6.00
4.00
2.00
0.00
0 120
• Hyd No. 3
Friday, Dec 18, 2009
Peak discharge = 7.934 cfs
Time to peak = 718 min
Hyd. volume = 12,390 cuft
Max. Elevation = 325.52 ft
Max. Storage = 3,576 cuft
BIORETENTION M ROUTED
Hyd. No. 3 -- 10 Year
240 360 480
- Hyd No. 2
600 720 840 960 1080
`IIIIIIIIII Total storage used = 3,576 cuft
Q (cfs)
10.00
8.00
6.00
4.00
2.00
? 0.00
1200
Time (min)
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2008 by Autodesk, Inc. v6.052 Friday, Feb 19, 2010
Pond No. 1 - BIORETENTION K
• Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 334.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 334.50 1,390 0 0
0.50 335.00 1,557 736 736
1.00 335.50 1,913 866 1,602
1.50 336.00 2,149 1,015 2,617
2.00 336.50 2,372 1,130 3,747
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrtRsr] [A] [B] [C] [D]
Rise (in) = 12.00 0.00 0.00 0.00 Crest Len (ft) = 3.14 10.00 0.00 0.00
Span (in) = 12.00 0.00 0.00 0.00 Crest El. (ft) = 335.50 336.25 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 331.17 0.00 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 20.00 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: CulverVorifice 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 Civ B Clv C PrtRsr 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 0 334.50 0.00 --- --- --- 0.00 0.00 --- --- 0.000 --- 0
000
0.50 736 335.00 6.36 is --- --- --- 0.00 0.00 - --- 0.036 --- .
0
036
1.00 1,602 335.50 6.36 is --- --- --- 0.00 0.00 --- --- 0.044 --- .
0
044
1.50 2,617 336.00 6.36 is --- --- --- 2.34 is 0.00 --- --- 0.050 --- .
2
393
2.00 3,747 336.50 6.36 is --- --- --- 3.31 is 3.25 --- --- 0.055 --- .
6.618
0
Watershed Model Schemaggaflow Hydrographs Extension for AutoCAD®Civil 3D®2008 byAutodesk, Inc. v6.052
1 2
31W
Lenend
Hyd• Origin Description
1 SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION K ROUTED
Project: TRADITIONS SW BIORETENTION K.gpw Friday, Feb 19, 2010
Hyd rog raph Return Period Hy'd?a9boypgraphs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
4
4
4
' 4yd.
1 Hydrograph
t Inflow
H
d Peak Outflow (cfs) Hydrograph
0. ype y
(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 0.389 ------- ------- ------- 2.789 _______ ------- ------- PRE DEVELOPMENT
2 SCS Runoff ------ 1.719 ------- ------- ------ 5.092 ------ ------- POST DEVELOPMENT
3 Reservoir 2 0.072 ------- ------- ------- 2.864 ------- ------- ------- BIORETENTION K ROUTED
Proj. file: TRADITIONS SW BIORETENTION K.gpw Friday, Feb 19, 2010
Hyd rog ra p h Summary Re pgdPaffow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052

4

' Hyd.
mo. 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 0.389 2 718 1,111 ------ ------ ----- PRE DEVELOPMENT
2 SCS Runoff 1.719 2 718 3,442 ------ ------ ----- POST DEVELOPMENT
3 Reservoir 0.072 2 770 377 2 335.53 1,664 BIORETENTION K ROUTED
TRADITIONS SW BIORETENTION K.gp Return Period: 1 Year Friday, Feb 19, 2010
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 = 1.030 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Feb 19, 2010
Peak discharge = 0.389 cfs
Time to peak = 718 min
Hyd. volume = 1,111 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) Q (cfs
Hyd. No. 1 -- 1 Year )
0.50
0.50
0.45
0.45
• 0.40
0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• 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 = 1.030 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Feb 19, 2010
Peak discharge = 1.719 cfs
Time to peak = 718 min
Hyd. volume = 3,442 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
•
POST DEVELOPMENT
Hyd. No. 2 --1 Year
0.00
0 120 240
• - Hyd No. 2
1.00
360 480 600 720 840
Q (cfs)
2.00
1.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® 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
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
2.00
•
1.00
0.00 ?
0
120
• - Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BIORETENTION K ROUTED
Hyd. No. 3 -- 1 Year
Friday, Feb 19, 2010
= 0.072 cfs
= 770 min
= 377 cuft
= 335.53 ft
= 1,664 tuft
240 360
- Hyd No. 2
480 600 720 840
11THIIIB Total storage used = 1,664 cuft
Q (cfs)
2.00
1.00
-1- 0.00
960
Time (min)
Hyd rog ra p h Summary Re RqdPaflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
4
4
4
jyd.
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 2.789 2 718 5,618 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 5.092 2 716 10,319 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 2.864 2 722 6,605 2 336.26 3,176 BIORETENTION K ROUTED
TRADITIONS SW BIORETENTION K.gp Return Period: 10 Year Friday, Feb 19, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D02008 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 = 1.030 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Feb 19, 2010
Peak discharge = 2.789 cfs
Time to peak = 718 min
Hyd. volume = 5,618 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 -- 10 Year
360 480 600 720 840
Q (cfs)
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
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 = 1.030 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
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 ' ' 1 1 i 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, Feb 19, 2010
Peak discharge = 5.092 cfs
Time to peak = 716 min
Hyd. volume = 10,319 cuft
Curve number = 77
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 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)
6.00
05.00
4.00
3.00
2.00
1.00
0.00 ' '
0 120
• Hyd No. 3
Friday, Feb 19, 2010
Peak discharge = 2.864 cfs
Time to peak = 722 min
Hyd. volume = 6,605 cuft
Max. Elevation = 336.26 ft
Max. Storage = 3,176 cuft
BIORETENTION K ROUTED
Hyd. No. 3 -- 10 Year
240 360 480
Hyd No. 2
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
600 720 840 960 1080 1200
[[IIlILIII] Total storage used = 3,176 cuft Time (min)
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?-MULKEY CALCULATION SHEET PAGE OF
ENGINEERS & CONSULTANTS
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Pond Report

. Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Pond No. 1 - WET POND L
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Beginin
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft)
0.00 302.00 1,953 0
1.00 303.00 2,698 2,315
2.00 304.00 3,556 3,117
3.00 305.00 4,528 4,032
4.00 306.00 5,616 5,062
4.50 306.50 6,204 2,953
5.00 307.00 8,601 3,685
5.50 307.50 9,980 4,641
6.00 308.00 10,735 5,177
7.00 309.00 12,530 11,620
8.00 310.00 13,966 13,240
9.00 311.00 15,583 14,766
10.00 312.00 16,907 16,239

Elevation = 302.00 ft

Total storage (cuft)
0
2,315
5,432
9,464
14,526
17,479
21,164
25,804
30,981
42,601
55,841
70,607
86,846 Friday, Feb 26, 2010
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [13] [C] [D]
Rise (in) = 24.00 2.00 Inactive 0.00 Crest Len (ft) = 10.99 20.00 0.00 0.00
Span (in) = 24.00 2.00 18.00 0.00 Crest El. (ft) = 310.25 311.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 308.00 307.25 307.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 50.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 4.00 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 u nder inlet (ic) and outlet (oc) control. Weir risers checked fo r orifice conditions (ic) and submergence (s)

Stage / Storage / Discharge Table .
Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cis cfs cfs cfs cfs cfs cfs cfs cis cfs
0.00 0 302.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0
000
0.10 232 302.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
0.20 463 302.20 0.00 0.00 0.00 --- 0.00 0.00 --• --- .
--- --- 0
000
0.30 695 302.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
0.40 926 302.40 0.00 0.00 0.00 -•- 0.00 0.00 --- --- .
--- --- 0
000
0.50 1,158 302.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
0.60 1,389 302.60 0.00 0.00 0.00 -•- 0.00 0.00 -•- --- .
--- --- 0
000
0.70 1,621 302.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
0.80 1,852 302.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
0.90 2,084 302.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.00 2,315 303.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.10 2,627 303.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.20 2,939 303.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.30 3,250 303.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.40 3,562 303.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.50 3,874 303.50 0.00 0.00 0.00 --- 0.00 0.00 --- -•- .
--- --- 0
000
1.60 4,185 303.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.70 4,497 303.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.80 4,809 303.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
1.90 5,120 303.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
2.00 5,432 304.00 0.00 0.00 0.00 -•- 0.00 0.00 --• --- .
--- --- 0
000
2.10 5,835 304.10 0.00 0.00 0.00 --- 0.00 0.00 -•- --- .
--- --- 0
000
2.20 6,238 304.20 0.00 0.00 0.00 --- 0.00 0.00 --- .
--- --- 0
000
2.30 6,642 304.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
2.40 7,045 304.40 0.00 0.00 0.00 --- 0.00 0.00 --- .
--- --- 0
000
2.50 7,448 304.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- .
--- --- 0
000
• 2.60
2.70 7,851 304.0
8,254 304.770 0.00
0.00 0.00
0.00 0.00
0.00 0.00
. 0.00 0.00
0.00 --- .
--- --- 0.000
0
000
2.80 8,658 304.80 0.00 0.00 0.00 . . 0
00 0
00 .

2.90
9,061 304.90
0.00
0.00
0.00 .
--- 0
00 .
0
00 ---
- 0.000

3.00
9,464 305.00
0.00
0.00
0.00 .
--- 0
00 .
00 ...
0 -- --- --- 0.000
. . --- --- --- 0.000
Continues on next page...
WET POND L
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cis cfs
•
3.10 9,970 305.10 0.00 0.00 0.00 0.00 0.00 0
000
3.20 10,476 305.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
3.30 10,982 305.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
3.40 11,489 305.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
3.50 11,995 305.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
3.60 12,501 305.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
3.70 13,007 305.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
3.80 13,513 305.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
3.90 14,019 305.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.00 14,526 306.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.05 14,821 306.05 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.10 15,116 306.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.15 15,412 306.15 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.20 15,707 306.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.25 16,002 306.25 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.30 16,298 306.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.35 16,593 306.35 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.40 16,888 306.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.45 17,184 306.45 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.50 17,479 306.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.55 17,848 306.55 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.60 18,216 306.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.65 18,585 306.65 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.70 18,953 306.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.75 19,321 306.75 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.80 19,690 306.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.85 20,058 306.85 0.00 0.00 0.00 0.00 0.00 --- --- --- --- .
0
000
4.90 20,427 306.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
4.95 20,795 306.95 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.00 21,164 307.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.05 21,628 307.05 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.10 22,092 307.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.15 22,556 307.15 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.20 23,020 307.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.25 23,484 307.25 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
• 5.30 23,948 307.30 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.35 24,412 307.35 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.40 24,876 307.40 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.45 25,340 307.45 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.50 25,804 307.50 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.55 26,322 307.55 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.60 26,840 307.60 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.65 27,357 307.65 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.70 27,875 307.70 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.75 28,393 307.75 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.80 28,911 307.80 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.85 29,428 307.85 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.90 29,946 307.90 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
5.95 30,464 307.95 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
000
6.00 30,981 308.00 0.00 0.00 is 0.00 --- 0.00 0.00 --- --- --- .
0
000
6.10 32,143 308.10 0.02 is 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
022
6.20 33,305 308.20 0.04 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
037
6.30 34,467 308.30 0.05 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
049
6.40 35,629 308.40 0.06 is 0.06 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
058
6.50 36,791 308.50 0.07 is 0.07 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
066
6.60 37,953 308.60 0.07 is 0.07 is 0.00 --- 0.00 0.00 --- --- --- --- .
074
0
6.70 39,115 308.70 0.08 is 0.08 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
081
6.80 40,277 308.80 0.09 is 0.09 is 0.00 --- 0.00 0.00 --- --- --- --- .
087
0
6.90 41,439 308.90 0.09 is 0.09 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
093
7.00 42,601 309.00 0.11 is 0.10 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
098
7.10 43,925 309.10 0.11 is 0.10 is 0.00 --- 0.00 0.00 --- --- --- 0
852 .
0
956
7.20 45,249 309.20 0.11 is 0.11 is 0.00 --- 0.00 0.00 --- --- --- .
1
704 .
1
813
7.30 46,573 309.30 0.12 is 0.11 is 0.00 --- 0.00 0.00 --- --- --- .
2
556 .
2
670
7.40 47,897 309.40 0.12 is 0.12 is 0.00 --- 0.00 0.00 --- --- --- .
3
408 .
3
526
7.50 49,221 309.50 0.13 is 0.12 is 0.00 --- 0.00 0.00 --- --- --- .
4
260 .
4
383
7.60 50,545 309.60 0.13 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- .
112
5 .
5
239
7.70 51,869 309.70 0.13 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- .
5
964 .
6
095
7.80 53,193 309.80 0.14 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- .
6
816 .
6
951
7.90 54,517 309.90 0.15 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- .
7
668 .
7
807
8.00 55,841 310.00 0.15 is 0.14 is 0.00 --- 0.00 0.00 _.. _
_ _.. .
8
520 .
8
663
•
8.10 57,318 310.10 0.15 is 0.15 is 0.00 0.00 0.00 : .
8
520 .
8
667
8.20 58,794 310.20 0.15 is 0.15 is 0.00 0.00 0.00 --- --- --- .
8
520 .
670
8
8.30 60,271 310.30 0.56 is 0.15 is 0.00 --- 0.41 0.00 --- --- --- .
8.520 .
9.078
Continues on next page...
WET POND L
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cis
• 8.40 61,748 310.40 2.28 is
8.50 63,224 310.50 4.72 is
8.60 64,701 310.60 7.80 is
8.70 66,177 310.70 11.16 is
8.80 67,654 310.80 15.03 is
8.90 69,130 310.90 18.10 is
9.00 70,607 311.00 19.50 is
9.10 72,231 311.10 20.53 is
9.20 73,855 311.20 21.38 is
9.30 75,479 311.30 22.11 is
9.40 77,103 311.40 22.77 is
9.50 78,726 311.50 23.38 is
9.60 80,350 311.60 23.94 is
9.70 81,974 311.70 24.48 is
9.80 83,598 311.80 24.99 is
9.90 85,222 311.90 25.48 is
10.00 86,846 312.00 25.96 is
...End
C7
Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
cis cfs cis cis cfs cfs cis cis cis cfs
0.14 is 0.00 --- 2.13 0.00 --- --- --- 8.520 10.79
0.13 1s 0.00 --- 4.57 0.00 --- --- --- 8.520 13.23
0.12 is 0.00 --- 7.58 0.00 --- --- --- 8.520 16.22
0.11 is 0.00 --- 11.05 0.00 --- --- --- 8.520 19.68
0.10 is 0.00 --- 14.93 0.00 --- --- --- 8.520 23.54
0.07 is 0.00 --- 18.03s 0.00 --- --- --- 8.520 26.62
0.06 1s 0.00 --- 19.44s 0.00 --- --- --- 8.520 28.02
0.05 is 0.00 --- 20.48s 1.64 --- --- --- 8.520 30.70
0.05 is 0.00 --- 21.33s 4.65 --- --- --- 8.520 34.55
0.04 is 0.00 --- 22.07s 8.54 --- --- --- 8.520 39.18
0.04 is 0.00 --- 22.73s 13.15 --- --- --- 8.520 44.45
0.04 is 0.00 --- 23.34s 18.38 --- --- --- 8.520 50.28
0.03 is 0.00 --- 23.90s 24.17 --- --- --- 8.520 56.62
0.03 is 0.00 --- 24.44s 30.46 --- --- --- 8.520 63.45
0.03 is 0.00 --- 24.95s 37.21 --- --- --- 8.520 70.71
0.03 is 0.00 --- 25.45s 44.40 --- --- --- 8.520 78.40
0.02 is 0.00 --- 25.93s 52.00 --- --- --- 8.520 86.48
0
Watershed Model Schemaggaflow Hydrographs Extension for AutoCAD®Civil 3D®2008 byAutodesk, Inc. v6.052
1 2
4 ! 8%5
Le end
Hvd. Origin Description
1 SCS Runoff PRE DEVELOPMENT
2 SCS Runoff POST DEVELOPMENT
3 Reservoir WET POND L ROUTED
Diversionl OUTFLOW TO LEVEL SPREADER
Diversion2 OUTFLOW TO BYPASS PIPE
Project: TRADITIONS SW WET POND L WITH LEVEL SPREADER.gpw Friday, Feb 26, 2010
Hydrograph Return Period HyExtension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
o Hydrograph
t Inflow
H
d Peak Outflow (cfs) Hydrograph
t
. ype y
(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 5.602 ------- ------- ------- 40.19 ------- ------- ------- PRE DEVELOPMENT
2 SCS Runoff ------ 22.02 ----- ------ ------- 68.98 ------- ------- ------- POST DEVELOPMENT
3 Reservoir 2 1.471 ------- ------- ---- 36.22 ------ ------- ------ WET POND L ROUTED
4 Diversion1 3 1.471 ------- ------- ------- 8.520 ------- ------- ------- OUTFLOW TO LEVEL SPREADER
5 Diversion2 3 0.000 ------- ------- ------- 27.70 ------- ------ ------ OUTFLOW TO BYPASS PIPE
Proj. file: TRADITIONS SW WET POND L WITH LEVEL SPREADER.gpw Friday, Feb 26, 2010
4
4

Hydrograph Summary Rep Fpr
ydra ow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
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
(cuft) Hydrograph
description
1 SCS Runoff 5.602 2 718 16,002 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 22.02 2 718 44,282 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 1.471 2 774 36,518 2 309.16 44,721 WET POND L ROUTED
4 Diversion1 1.471 2 774 36,518 3 ----- ------ OUTFLOW TO LEVEL SPREADER
5 Diversion2 0.000 2 n/a 0 3 ------ ------ OUTFLOW TO BYPASS PIPE
TRADITIONS SW WET POND L WITH L V II16tSMIT OERl.Oir Friday, Feb 26, 2010
F,
L
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 = 14.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
6.00
• 5.00
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
Friday, Feb 26, 2010
Peak discharge = 5.602 cfs
Time to peak = 718 min
Hyd. volume = 16,002 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.00 min
Distribution = Type II
Shape factor = 484
4.00
3.00
2.00
1.00
0.00
•
Q (cfs)
5.00
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 = 1 yrs
Time interval = 2 min
Drainage area = 14.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Feb 26, 2010
Peak discharge = 22.02 cfs
Time to peak = 718 min
Hyd. volume = 44,282 cuft
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
24.00
&0.00
•
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 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2008 by Autodesk, Inc. v6.052
• Hyd. No. 3
WET POND L ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = WET POND L
Friday, Feb 26, 2010
Peak discharge = 1.471 cfs
Time to peak = 774 min
Hyd. volume = 36,518 cuft
Max. Elevation = 309.16 ft
Max. Storage = 44,721 cuft
Storage Indication method used. Wet pond routing start elevation = 307.25 ft.
Q (cfs)
24.00
&0.00
E
16.00
12.00
8.00
4.00
0.00 '
0 480 960
Hyd No. 3
WET POND L ROUTED
Hyd. No. 3 -- 1 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
- 0.00
1440 1920 2400 2880 3360 3840 4320 4800 5280
- Hyd No. 2 'IMIM, Total storage used = 44,721 cuft Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
•Hyd. No. 4
OUTFLOW TO LEVEL SPREADER
Hydrograph type = Diversion1
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND L ROUTED
Diversion method = Constant Q
Q (cfs)
2.00
•
1.00
0.00
•
Friday, Feb 26, 2010
Peak discharge = 1.471 cfs
Time to peak = 774 min
Hyd. volume = 36,518 cult
2nd diverted hyd. = 5
Constant Q = 8.52 cfs
OUTFLOW TO LEVEL SPREADER
Hyd. No. 4 -- 1 Year
0 480 960 1440 1920 2400 2880 3360
Hyd No. 4 -- Up to 8.52 cfs - Hyd No. 3 -- Inflow
Q (cfs)
2.00
1.00
0.00
3840 4320 4800 5280
Time (min)
- Hyd No. 5 -- 3 minus 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
• Hyd. No. 5
OUTFLOW TO BYPASS PIPE
Hydrograph type = Diversion2
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND L ROUTED
Diversion method = Constant Q
Q (cfs)
2.00
•
1.00
Peak discharge
Time to peak
Hyd. volume
2nd diverted hyd
Constant Q
OUTFLOW TO BYPASS PIPE
Hyd. No. 5 -- 1 Year
Friday, Feb 26, 2010
= 0.000 cfs
= n/a
= 0 cuft
= 4
= 8.52 cfs
0.00 -L
0
20 40
60
• - Hyd No. 5 -- > 8.52 cfs - Hyd No. 3 -- Inflow
80 100
- Hyd No. 4
Q (cfs)
2.00
1.00
--1- 0.00
120
Time (min)
Hyd rog ra p h Summary Re ? ydPalTow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
>a. 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 40.19 2 718 80,944 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 68.98 2 716 139,429 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 36.22 2 722 131,658 2 311.24 74,439 WET POND L ROUTED
4 Diversionl 8.520 2 714 107,288 3 ------ ------ OUTFLOW TO LEVEL SPREADER
5 Diversion2 27.70 2 722 24,369 3 ------ ------ OUTFLOW TO BYPASS PIPE
TRADITIONS SW WET POND L WITH L \AR&G FF5Ai0ERl.@ftWar Friday, Feb 26, 2010
4

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 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 = 14.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Feb 26, 2010
Peak discharge = 40.19 cfs
Time to peak = 718 min
Hyd. volume = 80,944 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
50.00
•40.00
E - Hyd No. 1
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' ? i i 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 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 = 14.840 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs
70.00
•90.00
•
50.00
40.00
30.00
20.00
10.00
Friday, Feb 26, 2010
Peak discharge = 68.98 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
716 min
139,429 cuft
75
Oft
6.00 min
Type II
484
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
- Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
. Hyd. No. 3
WET POND L ROUTED
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 2 -POST DEVELOPMENT Max. Elevation
Reservoir name = WET POND L Max. Storage
Friday, Feb 26, 2010
= 36.22 cfs
= 722 min
= 131,658 cuft
= 311.24 ft
= 74,439 cult
Storage Indication method used. Wet pond routing start elevation = 307.25 ft.
Q (cfs)
70.00
Q (cfs)
70.00
•50.00
50.00
40.00
30.00
20.00
10.00
•
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 IUM11I1 Total storage used = 74,439 cuft Time (min)
WET POND L ROUTED
Hyd. No. 3 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 4
OUTFLOW TO LEVEL SPREADER
Hydrograph type = Diversion1
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND L ROUTED
Diversion method = Constant Q
Friday, Feb 26, 2010
Peak discharge = 8.520 cfs
Time to peak = 714 min
Hyd. volume = 107,288 cuft
2nd diverted hyd. = 5
Constant Q = 8.52 cfs
Q (cfs)
40.00
•
30.00
20.00
10.00
0.00 '
0 120 240 360 480
is Hyd No. 4 -- Up to 8.52 cfs
OUTFLOW TO LEVEL SPREADER
Hyd. No. 4 -- 10 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
- H d No. 3 -- Inflow Time (min)
Y Hyd No. 5 -- 3 minus 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
. Hyd. No. 5
OUTFLOW TO BYPASS PIPE
Hydrograph type = Diversion2
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND L ROUTED
Diversion method = Constant Q
Friday, Feb 26, 2010
Peak discharge = 27.70 cfs
Time to peak = 722 min
Hyd. volume = 24,369 cuft
2nd diverted hyd. = 4
Constant Q = 8.52 cfs
Q (cfs)
40.00
•
30.00
20.00
10.00
0.00 -j-
0
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• - Hyd No. 5 -- > 8.52 cfs
OUTFLOW TO BYPASS PIPE
Hyd. No. 5 -- 10 Year
Q (cfs)
40.00
Hyd No. 3 -- Inflow - Hyd No. 4 Time (min)
•
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-=- M U L IC E Y Calculation Sheet
L td C=1 r4£i_ R S F. C0tJ SULT ArJT =,..
ENT SUBJECT BYPASS STRUCTURE L
PROJECT No.
Flow from first inch to Level Spreader (Q,..) _
HEADWATER DESIGN
Q=Cp * A * (2gH)0.5
Q = discharge (cfs)
8.46 cfs
CD = coefficient of discharge (0.6 default value)
A = cross sectional area of orifice (ft)
g = acceleration of gravity (32.2 ft/sec2)
• H = driving head (ft)
A= Tr * d2/4
A = cross sectional area of orifice
d = orifice diameter
d = 18"
A = 254" (in2)
A = 1.77 (ft2)
H = 1.00 (ft)
Q=Cp*A*(2gH)0.e = (cfs)
BYPASS PIPE DESIGN INFO
Invert of Pipe to Level Spreader = 307.25
Page OF
Prepared By Date _
Reveiewed By Date_
Values to be input by user
(assume a height to centroid of orifice)
11
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4* M U LK EY CALCULATION SHEET PAGE OF
ENGINEERS & CONSULTANTS
Cl 'ANT SUBJECT Prepared By7?1_Date 17, ((a !)
a JECT No. -r e t) ry S; 7° Reviewed By -1 A _ Date 1

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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Feb 26, 2010
Pond No. 1 - WET POND N
Pond Data
• , Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 298.75 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
Culvert / Orifice Structures Weir Structures
[A] [13] [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) = 301.35 303.75 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 115.00 0.00 0.00 0.00 Multistage = Yes No No No
Slope (%) = 2.91 0.00 0.00 n/a
N-Value
Orifice Coeff. = .013
= 0.60 .013
0.60 .013
0.60 n/a
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 (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 0 298.75 0.00 0.00 --- --- 0.00 0.00 -- ---
0.03 60 298.78 0.00 0.00 --- --- 0.00 0.00 --- ---
0.05 120 298.80 0.00 0.00 --- --- 0.00 0.00
0.08 180 298.83 0.00 0.00 --- --- 0.00 0.00 --- ---
0.10 240 298.85 0.00 0.00 --- --- 0.00 0.00 -- ---
0.13 300 298.88 0.00 0.00 -- -- 0.00 0.00 -- ---
0.15 360 298.90 0.00 0.00 --- --- 0.00 0.00 --- ---
0.18 420 298.93 0.00 0.00 --- --- 0.00 0.00 --- ---
0.20 479 298.95 0.00 0.00 --- --- 0.00 0.00 --- ---
0.23 539 298.97 0.00 0.00 --- --- 0.00 0.00 --- ---
0.25 599 299.00 0.00 0.00 --- --- 0.00 0.00 --- ---
0.35 894 299.10 0.00 0.00 --- --- 0.00 0.00 ---
0.45 1,188 299.20 0.00 0.00 --- --- 0.00 0.00 --- ---
0.55 1,482 299.30 0.00 0.00 --- --- 0.00 0.00 --- ---
0.65 1,776 299.40 0.00 0.00 --- --- 0.00 0.00 --- ---
0.75 2,071 299.50 0.00 0.00 --- --- 0.00 0.00 --- ---
0.85 2,365 299.60 0.00 0.00 --- --- 0.00 0.00 --- ---
0.95 2,659 299.70 0.00 0.00 -- --- 0.00 0.00 --- ---
1.05 2,954 299.80 0.00 0.00 --- --- 0.00 0.00 --- ---
1.15 3,248 299.90 0.00 0.00 --- -- 0.00 0.00 -- ---
1.25 3,542 300.00 0.00 0.00 -- --- 0.00 0.00
1.35 3,904 300.10 0.00 0.00 --- --- 0.00 0.00 -- ---
1.45 4,267 300.20 0.00 0.00 --- --- 0.00 0.00 --- ---
1.55 4,629 300.30 0.00 0.00 -- --- 0.00 0.00 -- ---
1.65 4,991 300.40 0.00 0.00 0.00 0.00
• 1.75 5,353 300.50 0.00 0.00 0.00 0.00 --- ---
1.85 5,715 300.60 0.00 0.00 --- --- 0.00 0.00 --- - -
1.95 6,077 300.70 0.00 0.00 --- --- 0.00 0.00 -- --
2.05 6,440 300.80 0.00 0.00 --- --- 0.00 0.00 --- ---
--- --- 0.000
--- --- 0.000
- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
-- --- 0.000
--- --- 0.000
--- --- 0.000
-- --- 0.000
--- --- 0.000
--- --- 0.000
-- --- 0.000
-- --- 0.000
--- -- 0.000
- --- 0.000
--- --- 0.000
--- --- 0.000
-- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
Continues on next page
WET POND N
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cult ft cfs
. 2.15 6,802 300.90 0.00
2.25 7,164 301.00 0.00
2.35 7,636 301.10 0.00
2.45 8,108 301.20 0.00
2.55 8,580 301.30 0.00
2.65 9,053 301.40 0.00
2.75 9,525 301.50 0.00
2.85 9,997 301.60 0.00
2.95 10,469 301.70 0.00
3.05 10,941 301.80 0.00
3.15 11,413 301.90 0.00
3.25 11,886 302.00 0.00
3.35 12,485 302.10 0.00
3.45 13,083 302.20 0.00
3.55 13,682 302.30 0.00
3.65 14,281 302.40 0.00
3.75 14,880 302.50 0.00
3.85 15,479 302.60 0.00
3.95 16,078 302.70 0.00
4.05 16,677 302.80 0.00
4.15 17,276 302.90 0.00
4.25 17,875 303.00 0.00
4.28 18,047 303.03 0.00
4.30 18,219 303.05 0.00
4.33 18,391 303.08 0.00
4.35 18,563 303.10 0.00
4.38 18,735 303.13 0.00
4.40 18,907 303.15 0.00
4.43 19,079 303.18 0.00
4.45 19,250 303.20 0.00
4.48 19,422 303.22 0.00
4.50 19,594 303.25 0.00
4.55
4.60 19,997
20,400 303.30
303.35 0.00
0.00
4.65 20,803 303.40 0.00
4.70 21,206 303.45 0.00
4.75 21,609 303.50 0.00
4.80 22,011 303.55 0.00
4.85 22,414 303.60 0.00
4.90 22,817 303.65 0.00
4.95 23,220 303.70 0.00
5.00 23,623 303.75 0.00
5.03 23,856 303.78 0.00 is
5.05 24,089 303.80 0.00 is
5.08 24,322 303.83 0.01 1s
5.10 24,555 303.85 0.01 is
5.13 24,788 303.88 0.02 is
5.15 25,021 303.90 0.03 is
5.18 25,255 303.93 0.04 is
5.20 25,488 303.95 0.04 is
5.23 25,721 303.97 0.04 is
5.25 25,954 304.00 0.05 is
5.28 26,215 304.03 0.05 is
5.30 26,476 304.05 0.05 is
5.33 26,737 304.08 0.06 is
5.35 26,998 304.10 0.06 is
5.38 27,259 304.13 0.06 is
5.40 27,520 304.15 0.06 is
5.43 27,781 304.18 0.06 is
5.45 28,042 304.20 0.06 1s
5.48 28,303 304.22 0.07 is
5.50 28,564 304.25 0.07 is
5.58 29,463 304.33 0.07 is
5.65 30,361 304.40 0.08 is
5.72 31,259 304.48 0.08 1s
5.80 32,157 304.55 0.09 is
• 5.87
5.95 33,055
33,953 304.63
304.70 0.09 is
0.11 is
6.02 34,851 304.78 0.11 is
6.10 35,749 304.85 0.11 is
6.17 36,648 304.93 0.12 is
Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 -- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 -- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 -- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 -- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 - - ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 - ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- -- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 -- ---
0.00 -- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- -- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 -- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 --- -- 0.00 0.00 --- ---
0.00 --- -- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 -- ---
0.00 --- --- 0.00 0.00 -- --
0.00 --- --- 0.00 0.00 --- ---
0.00 --- --- 0.00 0.00 --- ---
0.00 is --- --- 0.00 0.00 --- ---
0.00 is -- -- 0.00 0.00 --- ---
0.01 is --- --- 0.00 0.00 -- ---
0.01 is --- -- 0.00 0.00 --- ---
0.02 is --- --- 0.00 0.00 -- ---
0.03 is --- --- 0.00 0.00 ---
0.03 is --- -- 0.00 0.00 ---
0.04 is -- --- 0.00 0.00 -- ---
0.04 is --- --- 0.00 0.00 - ---
0.04 is --- --- 0.00 0.00 - ---
0.05 is --- --- 0.00 0.00 --- ---
0.05 is --- --- 0.00 0.00 --- ---
0.05 is --- --- 0.00 0.00 --- ---
0.05 is --- --- 0.00 0.00 --- ---
0.06 is --- --- 0.00 0.00 - ---
0.06 is --- --- 0.00 0.00 --- ---
0.06 is --- --- 0.00 0.00 --- ---
0.06 is -- -- 0.00 0.00 --- ---
0.07 is --- --- 0.00 0.00 --- ---
0.07 is --- --- 0.00 0.00 --- ---
0.07 is --- -- 0.00 0.00 --- ---
0.08 is -- --- 0.00 0.00 -- ---
0.08 is -- --- 0.00 0.00 --- ---
0.09 is --- --- 0.00 0.00 --- ..-
0.09 is --- --- 0.00 0.00 --- ---
0.10 is --- --- 0.00 0.00 --- ---
0.10 is -- --- 0.00 0.00 -- ---
0.11 is --- --- 0.00 0.00 -- --
0.11 is -- -- 0.00 0.00 -- ---
--- --- 0.000
- --- 0.000
-- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- -- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
-- -- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.001
-- --- 0.004
--- --- 0.009
--- --- 0.015
--- --- 0.021
--- --- 0.027
--- --- 0.032
--- --- 0.036
--- --- 0.040
--- --- 0.043
--- --- 0.046
--- --- 0.049
--- --- 0.052
--- --- 0.054
--- --- 0.057
--- --- 0.059
--- --- 0.061
--- --- 0.064
--- --- 0.066
--- -- 0.068
--- 0.551 0.625
--- 1.102 1.181
--- 1.653 1.737
--- 2.204 2.293
--- 2.755 2.848
--- 3.306 3.404
-- 3.857 3.959
--- 4.408 4.514
--- 4.959 5.069
Continues on next page...
C?
•
WET POND N
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A
ft cult ft cfs
6.25 37,546 305.00 0.12 is
6.35 38,890 305.10 1.13 is
6.45 40,235 305.20 2.93 is
6.55 41,579 305.30 5.31 is
6.65 42,924 305.40 8.12 is
6.75 44,268 305.50 11.29 is
6.85 45,613 305.60 14.72 is
6.95 46,958 305.70 18.52 is
7.05 48,302 305.80 22.56ic
7.15 49,647 305.90 25.61 is
7.25 50,991 306.00 26.79 is
7.35 52,542 306.10 27.67 is
7.45 54,092 306.20 28.40 is
7.55 55,642 306.30 29.02 is
7.65 57,193 306.40 29.58 is
7.75 58,743 306.50 30.10 is
7.85 60,294 306.60 30.57 is
7.95 61,844 306.70 31.03 is
8.05 63,395 306.80 31.46 is
8.15 64,945 306.90 31.87 is
8.25 66,495 307.00 32.27 is
... End
Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.11 is --- --- 0.00 0.00 --- --- --- 5.510 5.623
0.12 is --- --- 0.99 0.00 --- --- --- 5.510 6.620
0.12 is --- --- 2.81 0.00 --- -- --- 5.510 8.439
0.13 is --- --- 5.15 0.00 --- --- --- 5.510 10.79
0.13 is --- --- 7.94 0.00 --- --- --- 5.510 13.58
0.14 is --- --- 11.09 0.00 --- --- --- 5.510 16.74
0.14 is -- --- 14.58 0.00 --- --- --- 5.510 20.23
0.14 is --- -- 18.37 0.00 --- -- --- 5.510 24.02
0.12 is --- --- 22.45 0.00 --- --- --- 5.510 28.07
0.09 is --- --- 25.52s 0.00 --- --- --- 5.510 31.12
0.08 is --- --- 26.72s 0.00 --- --- --- 5.510 32.30
0.07 is --- --- 27.60s 1.64 --- --- --- 5.510 34.83
0.06 is --- -- 28.34s 4.65 --- --- --- 5.510 38.56
0.05 is --- --- 28.97s 8.54 --- --- --- 5.510 43.07
0.05 is --- --- 29.53s 13.15 --- --- --- 5.510 48.25
0.05 is --- --- 30.05s 18.38 --- --- --- 5.510 53.99
0.04 is --- --- 30.53s 24.17 --- --- --- 5.510 60.25
0.04 is --- --- 30.98s 30.46 --- --- --- 5.510 66.99
0.04 is --- --- 31.42s 37.21 --- --- --- 5.510 74.17
0.03 is --- --- 31.83s 44.40 --- --- --- 5.510 81.78
0.03 is --- --- 32.23s 52.00 --- --- --- 5.510 89.77
11
Watershed Model SchemagaflowHydrographsExtension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. v6.052
1 2
4 1(%5
Legend
Hvd• qqg n Description
1 SCS Runoff PRE DEVELOPMENT
2 SCS Runoff POST DEVELOPMENT
3 Reservoir WET POND N ROUTED
I Diversionl OUTFLOW TO BYPASS PIPE
Diversion2 OUTFLOW TO LEVEL SPREADER
Project: TRADITIONS SW WET POND N WITH LEVEL SPREADER diverted flow.gbvFriday, Feb 26, 2010
Hydrograph Return Period Hy"dFaTf gAyAoographs Extension for AutoCAD® Civil 3D0 2008 by Autodesk, Inc. v6.052
Hyd. Hydrograph Inflow
H
d Peak Outflow (cfs) Hydrograph
o. type y
(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 w---- ------- ------ PRE DEVELOPMENT
2 SCS Runoff ------ 13.92 ------- ------- ------- 44.96 ------- ------- ----- POST DEVELOPMENT
3 Reservoir 2 2.854 ------- ------- ------- 30.29 ------- _______ ------- WET POND N ROUTED
4 Diversion1 3 0.094 ------- - ----- ------- 24.78 ------ ------- ------- OUTFLOW TO BYPASS PIPE
5 Diversion2 3 2.760 ------- ------- ------- 5.510 ------- ------- ------- OUTFLOW TO LEVEL SPREADER
Proj. file: TRADITIONS SW WET POND N WITH LEVEL SPREADER dive Eiretftyftb 26, 2010
l?
4
i
H yd rog ra p h Summary Re Pqd 7aflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
Wo. 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 3.771 2 718 10,772 ------ ------ ------ PRE DEVELOPMENT
2 SCS Runoff 13.92 2 718 28,111 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 2.854 2 726 27,882 2 304.63 33,064 WET POND N ROUTED
4 Diversionl 0.094 2 726 8,372 3 ------ ------ OUTFLOW TO BYPASS PIPE
5 Diversion2 2.760 2 726 19,511 3 ----- ---- OUTFLOW TO LEVEL SPREADER
TRADITIONS SW WET POND N WITH L V LSRIREl4EI:ER broated flow. p6?riday, Feb 26, 2010
4
4
4
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 = 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
Friday, Feb 26, 2010
Peak discharge = 3.771 cfs
Time to peak = 718 min
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
Q (cfs)
4.00
•
3.00
I[]
2.00
1.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 -1 ' ' ' n 1 1 1 1 -1--? 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 -- 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 = 9.990 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Q (cfs)
14.00
•12.00
•
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 ' I I I i 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, Feb 26, 2010
Peak discharge = 13.92 cfs
Time to peak = 718 min
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
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
9Hyd. 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
Friday, Feb 26, 2010
Peak discharge = 2.854 cfs
Time to peak = 726 min
Hyd. volume = 27,882 cuft
Max. Elevation = 304.63 ft
Max. Storage = 33,064 cuft
Storage Indication method used. Wet pond routing start elevation = 303.75 ft.
Q (cfs)
14.00
02.00
10.00
LJ
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 ' - i
0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Hyd No. 3 Hyd No. 2 [lIMI ) Total storage used = 33,064 cult Time (min)
WET POND N ROUTED
Hyd. No. 3 -- 1 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2008 by Autodesk, Inc. v6.052
• Hyd. No. 4
OUTFLOW TO BYPASS PIPE
Hydrograph type = Diversion'!
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND N ROUTED
Diversion method = Pond - WET POND N
Friday, Feb 26, 2010
Peak discharge = 0.094 cfs
Time to peak = 726 min
Hyd. volume = 8,372 cuft
2nd diverted hyd. = 5
Pond structure = Culv/Orf A
Q (cfs)
3.00
•
2.00
1.00
OUTFLOW TO BYPASS PIPE
Hyd. No. 4 -- 1 Year
0.00 "
0
240 480 720 960 1200 1440 1680 1920
• - Hyd No. 4 -- Pond outlet - Hyd No. 3 -- Inflow
Q (cfs)
3.00
2.00
1.00
0.00
2160 2400 2640 2880
Time (min)
- Hyd No. 5 -- 3 minus 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
.'Ayd. No. 5
OUTFLOW TO LEVEL SPREADER
Hydrograph type = Diversion2
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND N ROUTED
Diversion method = Pond - WET POND N
Friday, Feb 26, 2010
Peak discharge = 2.760 cfs
Time to peak = 726 min
Hyd. volume = 19,511 cult
2nd diverted hyd. = 4
Pond structure = Culv/Orf A
OUTFLOW TO LEVEL SPREADER
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
3.00 3.00
•
2.00 2.00
1.00 1.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
• - Hyd No. 5 -- Qin - Pond outlet - Hyd No. 3 -- Inflow - Hyd No. 4 Time (min)
Hyd rog ra p h Summary Re ?" I-lydr"ai?ow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
Fo. 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 27.06 2 718 54,490 ------ ---- ----- PRE DEVELOPMENT
2 SCS Runoff 44.96 2 716 90,804 ------ ------ ------ POST DEVELOPMENT
3 Reservoir 30.29 2 720 90,574 2 305.90 49,280 WET POND N ROUTED
4 Diversion1 24.78 2 720 31,084 3 ------ ------ OUTFLOW TO BYPASS PIPE
5 Diversion2 5.510 2 726 59,490 3 ------ ------ OUTFLOW TO LEVEL SPREADER
TRADITIONS SW WET POND N WITH L ?iSRIREAMROJXeded flow. p6Ariday, Feb 26, 2010

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• iyd. No. 1
PRE DEVELOPMENT
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
Friday, Feb 26, 2010
Peak discharge = 27.06 cfs
Time to peak = 718 min
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
.4.00
20.00
16.00
12.00
8.00
4.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 t ? i 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
*Ayd. 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
Friday, Feb 26, 2010
Peak discharge = 44.96 cfs
Time to peak = 716 min
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
Q (cfs)
50.00
00.00
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
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
560
• Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Feb 26, 2010
• Hyd. No. 3
WET POND N ROUTED
Hydrograph type = Reservoir Peak discharge = 30.29 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 90,574 cuft
Inflow hyd. No. = 2 -POST DEVELOPMENT Max. Elevation = 305.90 ft
Reservoir name = WET POND N Max. Storage = 49,280 cult
Storage Indication method used. Wet pond routing start elevation = 303.75 ft
Q (cfs)
50.00
Q (cfs)
50.00
•40.00
30.00
20.00
10.00
•
40.00
30.00
20.00
10.00
0.00 I I , i I -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 [HIIIUTE Total storage used = 49,280 cuft Time (min)
WET POND N ROUTED
Hyd. No. 3 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• ;Ayd. No. 4
OUTFLOW TO BYPASS PIPE
Hydrograph type = Diversion1
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND N ROUTED
Diversion method = Pond - WET POND N
Friday, Feb 26, 2010
Peak discharge = 24.78 cfs
Time to peak = 720 min
Hyd. volume = 31,084 cult
2nd diverted hyd. = 5
Pond structure = Culv/Orf A
Q (cfs)
35.00
.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 .., i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
OUTFLOW TO BYPASS PIPE
Hyd. No. 4 -- 10 Year
• - HYd No. 4 -- Pond outlet -- HYd No. 3 -- Inflow -- Time (min)
Hyd No. 5 -- 3 minus 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
• Hyd. No. 5
OUTFLOW TO LEVEL SPREADER
Hydrograph type = Diversion2
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND N ROUTED
Diversion method = Pond - WET POND N
Friday, Feb 26, 2010
Peak discharge = 5.510 cfs
Time to peak = 726 min
Hyd. volume = 59,490 cult
2nd diverted hyd. = 4
Pond structure = Culv/Orf A
Q (cfs)
35.00
•30.00
U
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 . I 1 _ it I I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 -- Qin - Pond outlet - Hyd No. 3 -- Inflow - Hyd No. 4 Time (min)
OUTFLOW TO LEVEL SPREADER
Hyd. No. 5 -- 10 Year
•
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?'^°?" M L.a L K E Y Calculation Sheet
C"tJL r"UC. PE £ GC)rI<.:;i.}I TA F T"t 11 ENT SUBJECT BYPASS STRUCTURE N
PROJECT No.
Flow from first inch to Level Spreader (Q,..) _
HEADWATER DESIGN
5.49 cfs
Q=Cp * A * (2gH)0.5
Q = discharge (cfs)
CD = coefficient of discharge (0.6 default value)
A = cross sectional area of orifice (ft)
g = acceleration of gravity (32.2 ft/sec2)
• H = driving head (ft)
A= Tr * d2/4
A = cross sectional area of orifice
d = orifice diameter
d = 12"
A = 113" (in2)
A = 0.79 (ft)
H = 2.10 (ft)
Q=Cp*A*(2gH)0.5= (cfs)
BYPASS PIPE DESIGN INFO
Invert of Pipe to Level Spreader = 298.75
• Centroid Elevation = 299.25
High Flow Bypass Pipe Invert = Centroid Elev + Driving Head 301.35
Page OF
Prepared By Date _
Reveiewed By Date_
Values to be input by user
(assume a height to centroid of orifice)
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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 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 (sqft) Incr. Storage (cuft) Total storage (cuft)
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 Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D EA1 User Total
ft cult ft cis cfs cfs cfs cfs cfs cfs cis cfs cis 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
E
Watershed Model Schemaogaflow Hydrographs Extension forAutoCAD® Civil 3D@2008 byAutodesk, Inc. v6.052
1 2
3?
Leaend
Hyd. 2d yin Description
SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION O ROUTED
Project: TRADITIONS SW BIORETENTION O.gpw Friday, Dec 18, 2009
Hyd rog raph Return Period HFdra9OPPyPographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
1
i
+yd. Hydrograph
t Inflow Peak Outflow (cfs) Hydrograph
o ype Hyd(s) 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
I Reservoir 2 0.410 ______ 26.46 ------- ------- ------- BIORETENTION O ROUTED
roj. file: TRADITIONS SW BIORETENTION O.gpw Friday, Dec 18, 2009
Hyd rog ra p h Summary Re RgdPafrow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
4
4
yd.
' 40. 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 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 0 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 L '
0 2 4
Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
Q (cfs)
3.00
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
2.00
1.00
10 12 14 16 18 20 22 24 26 0.00
Time (hrs)
Hydrograph Report
Hyd. No. 2
POST 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
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
Q (cfs)
10.00
•
8.00
6.00
4.00
2.00
0.00 1 1 -.."
0 2 4
• Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Q (cfs)
10.00
6 8
8.00
6.00
4.00
2.00
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
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
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
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
10.00
•
8.00
6.00
4.00
2.00
0.00 '
0.0 2.0
• Hyd No. 3
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 TALL J Total storage used = 8,268 cult
Q (cfs)
10.00
8.00
6.00
4.00
2.00
--J- 0.00
18.0
Time (hrs)
Hydrograph Summary Re ? ydPaffow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
4
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 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
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
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
Q (cfs)
21.00
0 8.00
15.00
12.00
9.00
6.00
3.00
0.00 ' '
0 2 4
• Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Q (cfs)
21.00
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
Hyd. No. 2 - ---
POST DEVELOPM ENT
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)
30.00
415.00
20.00
15.00
10.00
5.00
0.00 ' '
0 2 4
• Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
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
6 8 10 12 14
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
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
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
30.00
025.00
20.00
15.00
10.00
5.00
0.00 '
0.0 2.0
• - Hyd No. 3
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
BIORETENTION O ROUTED
Hyd. No. 3 -- 10 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
- Hyd No. 2 II1111LUP Total storage used = 15,195 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
M 0.00
20.0
Time (hrs)
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Feb 26, 2010
Pond No. 1 - WET POND P
• Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 311.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 311.00 1,516 0 0
1.00 312.00 2,475 1,976 1,976
2.00 313.00 3,733 3,082 5,058
3.00 314.00 5,200 4,446 9,504
4.00 315.00 6,865 6,013 15,517
5.00 316.00 8,720 7,773 23,290
6.00 317.00 10,465 9,578 32,868
7.00 318.00 12,634 11,531 44,399
7.50 318.50 13,654 6,570 50,969
8.00 319.00 14,107 6,939 57,908
8.75 319.75 14,979 10,905 68,813
Culvert / Orifice Structures Weir Structu res
[A] [B] [C] [PrtRsr] [A] [B] [C] [D]
Rise (in) = 24.00 2.00 Inactive 0.00 Crest Len (ft) = 9.42 10.00 0.00 0.00
Span (in) = 24.00 2.00 15.00 0.00 Crest El. (ft) = 316.75 318.75 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 313.33 315.00 311.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 70.00 0.00 70.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 4.75 0.00 0.70 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 / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrtRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cis cis cfs cis cfs cfs cfs cfs
0.00 0 311.00 0.00 0.00 0.00 --- 0.00 0.00 -- ---
0.10 198 311.10 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.20 395 311.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.30 593 311.30 0.00 0.00 0.00 --- 0.00 0.00 -- ---
0.40 790 311.40 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.50 988 311.50 0.00 0.00 0.00 --- 0.00 0.00 ---
0.60 1,185 311.60 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.70 1,383 311.70 0.00 0.00 0.00 --- 0.00 0.00 ---
0.80 1,581 311.80 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.90 1,778 311.90 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.00 1,976 312.00 0.00 0.00 0.00 -- 0.00 0.00 ---
1.10 2,284 312.10 0.00 0.00 0.00 --- 0.00 0.00 ---
1.20 2,592 312.20 0.00 0.00 0.00 -- 0.00 0.00 ---
1.30 2,900 312.30 0.00 0.00 0.00 -- 0.00 0.00 --- ---
1.40 3,209 312.40 0.00 0.00 0.00 --- 0.00 0.00 -- ---
1.50 3,517 312.50 0.00 0.00 0.00 -- 0.00 0.00 -- ---
1.60 3,825 312.60 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.70 4,133 312.70 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.80 4,442 312.80 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.90 4,750 312.90 0.00 0.00 0.00 --- 0.00 0.00 -- ---
2.00 5,058 313.00 0.00 0.00 0.00 --- 0.00 0.00 -- ---
2.10 5,503 313.10 0.00 0.00 0.00 --- 0.00 0.00 --- --
2.20 5,947 313.20 0.00 0.00 0.00 --- 0.00 0.00 -- ---
2.30 6,392 313.30 0.00 0.00 0.00 --- 0.00 0.00 -- ---
2.40 6,836 313.40 0.00 0.00 0.00 --- 0.00 0.00 ---
2.50 7,281 313.50 0.00 0.00 0.00 --- 0.00 0.00 ---
2.60 7,726 313.60 0.00 0.00 0.00 --- 0.00 0.00
2.70 8,170 313.70 0.00 0.00 0.00 - 0.00 0.00 --- ---
2.80 8,615 313.80 0.00 0.00 0.00 -- 0.00 0.00 -- ---
2.90 9,059 313.90 0.00 0.00 0.00 --- 0.00 0.00 -- -
3.00 9,504 314.00 0.00 0.00 0.00 --- 0.00 0.00 --- ---
--- --- 0.000
--- -- 0.000
--- - 0.000
--- --- 0.000
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--- --- 0.000
--- --- 0.000
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--- --- 0.000
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--- --- 0.000
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--- --- 0.000
--- --- 0.000
--- --- 0.000
- - --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
Continues on next page...
WET POND P
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 tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.10 10,105 314.10 0.00 0.00 0.00 0.00 0.00 0.000
3.20 10,706 314.20 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- 0.000
3.30 11,308 314.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.40 11,909 314.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.50 12,510 314.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.60 13,111 314.60 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- --- 0.000
3.70 13,713 314.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.80 14,314 314.80 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- --- 0.000
3.90 14,915 314.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- 0.000
4.00 15,517 315.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- 0.000
4.10 16,294 315.10 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.015
4.20 17,071 315.20 0.04 1s 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.036
4.30 17,849 315.30 0.05 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- -- 0.049
4.40 18,626 315.40 0.06 is 0.06 is 0.00 --- 0.00 0.00 --- -- --- -- 0.059
4.50 19,403 315.50 0.07 is 0.07 is 0.00 --- 0.00 0.00 --- --- --- --- 0.068
4.60 20,181 315.60 0.08 is 0.08 is 0.00 --- 0.00 0.00 --- --- --- --- 0.075
4.70 20,958 315.70 0.08 is 0.08 is 0.00 -- 0.00 0.00 --- --- --- --- 0.082
4.80 21,735 315.80 0.09 is 0.09 is 0.00 --- 0.00 0.00 --- --- --- --- 0.089
4.90 22,512 315.90 0.09 is 0.09 is 0.00 --- 0.00 0.00 --- --- --- --- 0.095
5.00 23,290 316.00 0.11 is 0.10 is 0.00 --- 0.00 0.00 --- --- --- --- 0.101
5.10 24,248 316.10 0.11 is 0.11 is 0.00 --- 0.00 0.00 --- --- --- 0.772 0.878
5.20 25,205 316.20 0.12 is 0.11 is 0.00 --- 0.00 0.00 --- --- --- 1.544 1.655
5.30 26,163 316.30 0.12 is 0.12 is 0.00 --- 0.00 0.00 --- --- -- 2.316 2.432
5.40 27,121 316.40 0.12 is 0.12 is 0.00 --- 0.00 0.00 --- -- --- 3.088 3.209
5.50 28,079 316.50 0.13 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- 3.860 3.985
5.60 29,037 316.60 0.13 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- 4.632 4.761
5.70 29,995 316.70 0.13 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- 5.404 5.538
5.80 30,952 316.80 0.52 is 0.14 is 0.00 --- 0.35 0.00 --- --- --- 6.176 6.664
5.90 31,910 316.90 1.99 is 0.14 is 0.00 --- 1.82 0.00 --- --- --- 6.948 8.913
6.00 32,868 317.00 4.07 1s 0.15 is 0.00 --- 3.92 0.00 --- --- --- 7.720 11.79
6.10 34,021 317.10 6.69 is 0.15 is 0.00 --- 6.50 0.00 --- --- --- 7.720 14.36
6.20 35,174 317.20 9.69 is 0.15 is 0.00 --- 9.47 0.00 --- --- --- 7.720 17.34
6.30 36,327 317.30 12.99 1s 0.16 is 0.00 --- 12.79 0.00 --- ---
- 7.720 20.67
6.40 37,481 317.40 16.58 is 0.14 is 0.00 16.44 0.00 ?? 7.720 24.30
6.50 38,634 317.50 20.50 is 0.12 is 0.00 20.37 0.00 7.720 28.22
6.60 39,787 317.60 24.13 is 0.09 is 0.00 --- 24.04s 0.00 -- --- --- 7.720 31.85
6.70 40,940 317.70 25.49 is 0.08 is 0.00 --- 25.41 s 0.00 --- --- -- 7.720 33.21
6.80 42,093 317.80 26.45 is 0.07 is 0.00 --- 26.38s 0.00 --- --- --- 7.720 34.16
6.90 43,246 317.90 27.22 is 0.06 is 0.00 --- 27.16s 0.00 --- --- --- 7.720 34.94
7.00 44,399 318.00 27.88 is 0.05 is 0.00 --- 27.83s 0.00 --- --- --- 7.720 35.60
7.05 45,056 318.05 28.19 is 0.05 is 0.00 --- 28.13s 0.00 -- --- --- 7.720 35.91
7.10 45,713 318.10 28.47 is 0.05 is 0.00 --- 28.42s 0.00 --- --- --- 7.720 36.19
7.15 46,370 318.15 28.75 is 0.05 is 0.00 --- 28.70s 0.00 --- -- - 7.720 36.47
7.20 47,027 318.20 29.01 is 0.05 is 0.00 --- 28.96s 0.00 --- -- --- 7.720 36.73
7.25 47,684 318.25 29.26 is 0.04 is 0.00 --- 29.21 s 0.00 --- --- --- 7.720 36.98
7.30 48,341 318.30 29.51 is 0.04 is 0.00 -- 29.47s 0.00 --- --- --- 7.720 37.23
7.35 48,998 318.35 29.75 is 0.04 is 0.00 --- 29.70s 0.00 --- --- --- 7.720 37.46
7.40 49,655 318.40 29.98 is 0.04 is 0.00 --- 29.94s 0.00 --- --- --- 7.720 37.70
7.45 50,312 318.45 30.20 is 0.04 is 0.00 --- 30.16s 0.00 -- --- --- 7.720 37.92
7.50 50,969 318.50 30.42 is 0.04 is 0.00 --- 30.39s 0.00 --- --- --- 7.720 38.14
7.55 51,663 318.55 30.64 is 0.04 is 0.00 --- 30.60s 0.00 --- --- --- 7.720 38.35
7.60 52,357 318.60 30.85 is 0.03 is 0.00 --- 30.81 s 0.00 --- --- -- 7.720 38.57
7.65 53,051 318.65 31.06 is 0.03 is 0.00 --- 31.02s 0.00 --- --- --- 7.720 38.77
7.70 53,745 318.70 31.27 is 0.03 is 0.00 --- 31.23s 0.00 -- --- --- 7.720 38.98
7.75 54,439 318.75 31.47 is 0.03 is 0.00 --- 31.43s 0.00 -- --- --- 7.720 39.18
7.80 55,133 318.80 31.67 is 0.03 is 0.00 --- 31.63s 0.29 -- -- --- 7.720 39.67
7.85 55,827 318.85 31.86 is 0.03 is 0.00 --- 31.83s 0.82 --- --- --- 7.720 40.40
7.90 56,521 318.90 32.06 is 0.03 is 0.00 -- 32.03s 1.51 --- --- --- 7.720 41.29
7.95 57,214 318.95 32.25 is 0.03 is 0.00 --- 32.22s 2.32 --- --- --- 7.720 42.29
8.00 57,908 319.00 32.44 is 0.03 is 0.00 --- 32.40s 3.25 --- --- --- 7.720 43.40
8.08 58,999 319.08 32.72 is 0.03 is 0.00 --- 32.69s 4.82 -- --- -- 7.720 45.26
8.15 60,089 319.15 33.00 1s 0.03 is 0.00 --- 32.97s 6.58 -- --- --- 7.720 47.29
8.22 61,180 319.23 33.27 is 0.02 is 0.00 --- 33.24s 8.51 --- --- --- 7.720 49.50
8.30 62,270 319.30 33.54 is 0.02 is 0.00 --- 33.51 s 10.60 --- --- --- 7.720 51.86
8.37 63,361 319.38 33.80 is 0.02 is 0.00 --- 33.77s 12.85 -- --- --- 7.720 54.36
8.45 64,451 319.45 34.07 is 0.02 is 0.00 --- 34.03s 15.23 --- -- --- 7.720 57.00
8.52 65,542 319.53 34.33 is 0.02 is 0.00 34.28s 17.74 -
- 7.720 59.77
8.60
0 66,632 319.60 34.59 is 0.02 is 0.00 ??? 34.54s 20.38 _
:
- 7.720 62.66
8.67 67,722 319.68 34.84 is 0.02 is 0.00 34.79s 23.13 --- - --- 7.720 65.66
8.75 68,813 319.75 35.09 is 0.02 is 0.00 --- 35.07s 26.00 -- --- --- 7.720 68.81
...End
Watershed Model SchemaUgaflow Hydrographs Extension for AutoCADS Civil 3D@ 2008 by Autodesk, Inc. v6.052
Hyd rog raph Return Period1-113#94CRgraphs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052

4
r
Hyd. 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 ------ 4.975 ------- ------- --- -- 35.69 ------ ------- -- - PRE DEVELOPMENT
2 SCS Runoff ------ 20.77 ------- ------- ------- 63.21 ------- ------- ------- POST DEVELOPMENT
3 Reservoir 2 5.393 ------- ------- ------- 37.29 ------- ------- ---- - WET POND P ROUTED
4 Diversionl 3 0.133 ------- ------- ------- 29.57 ------- ------- ------ OUTFLOW TO BYPASS PIPE
5
P Diversion2 3 5.260 ------- ------- ------- 7.719 ------- ------ ------- OUTFLOW TO LEVEL SPREADER
Proj. file: TRADITIONS SW WET POND P WITH LEVEL SPREADER.gpw Friday, Feb 26, 2010
Hyd rog ra p h Summary Re rHydPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
4
r
Hyd.
'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 4.975 2 718 14,212 ----- ----- ------ PRE DEVELOPMENT
2 SCS Runoff 20.77 2 718 41,647 ------ ----- ------ POST DEVELOPMENT
3 Reservoir 5.393 2 724 41,585 2 316.69 29,817 WET POND P ROUTED
4 Diversionl 0.133 2 724 12,862 3 ----- ------ OUTFLOW TO BYPASS PIPE
5 Diversion2 5.260 2 724 28,724 3 ------ ------ OUTFLOW TO LEVEL SPREADER
TRADITIONS SW WET POND P WITH L M&RIVEAVER.Yp r Friday, Feb 26, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Wiyd. No. 1
PRE DEVELOPMENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 13.180 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Feb 26, 2010
Peak discharge = 4.975 cfs
Time to peak = 718 min
Hyd. volume = 14,212 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
• 4.00
3.00
2.00
1.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 11 1 1 1 I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
PRE DEVELOPMENT
Hyd. No. 1 -- 1 Year
0 - Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2008 by Autodesk, Inc. v6.052
• Ayd. No. 2
POST DEVELOPM ENT
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 13.180 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Friday, Feb 26, 2010
Peak discharge = 20.77 cfs
Time to peak = 718 min
Hyd. volume = 41,647 cuft
Curve number = 76
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
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ' ' ' ' ' ' ' ' 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
•
Hyd No. 2 Time (min)
-
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
. Hyd. No. 3
WET POND P ROUTED
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = WET POND P
Storage Indication method used. Wet pond routing start elevation = 315.00 ft.
Q (cfs)
21.00
0 8.00
15.00
12.00
9.00
6.00
3.00
0.00 -j
0 240
• - Hyd No. 3
WET POND P ROUTED
Hyd. No. 3 -- 1 Year
Friday, Feb 26, 2010
Peak discharge = 5.393 cfs
Time to peak = 724 min
Hyd. volume = 41,585 cuft
Max. Elevation = 316.69 ft
Max. Storage = 29,817 cuft
480 720 960
Hyd No. 2
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
1200 1440 1680 1920 2160 2400 2640
Time (min)
ICI ITLE Total storage used = 29,817 cult
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
SlAyd. No. 4
OUTFLOW TO BYPASS PIPE
Hydrograph type = Diversion1
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND P ROUTED
Diversion method = Pond - WET POND P
Q (cfs)
6.00
.5.00
4.00
3.00
2.00
1.00
0.00 1 '
0 240 480 720
• - Hyd No. 4 -- Pond outlet
Friday, Feb 26, 2010
Peak discharge = 0.133 cfs
Time to peak = 724 min
Hyd. volume = 12,862 cuft
2nd diverted hyd. = 5
Pond structure = Culv/Orf A
OUTFLOW TO BYPASS PIPE
Hyd. No. 4 -- 1 Year
960
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 3 -- Inflow Hyd No. 5 -- 3 minus 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Ayd. No. 5
OUTFLOW TO LEVEL SPREADER
Hydrograph type = Diversion2
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND P ROUTED
Diversion method = Pond - WET POND P
Friday, Feb 26, 2010
Peak discharge = 5.260 cfs
Time to peak = 724 min
Hyd. volume = 28,724 cuft
2nd diverted hyd. = 4
Pond structure = Culv%Orf A
Q (cfs)
6.00
• 5.00
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 , - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
OUTFLOW TO LEVEL SPREADER
Hyd. No. 5 -- 1 Year
• Time (min)
- Hyd No. 5 -- Qin -Pond outlet Hyd No. 3 -- Inflow -Hyd No. 4
Hyd rog ra p h Summary Re RgdFalTow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
4
1
Hyd.
' 1). 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 35.69 2 718 71,890 ------ ------ - - PRE DEVELOPMENT
2 SCS Runoff 63.21 2 716 127,914 ----- ---- ------ POST DEVELOPMENT
3 Reservoir 37.29 2 722 127,851 2 318.34 48,524 WET POND P ROUTED
4 Diversionl 29.57 2 722 51,175 3 ------ ------ OUTFLOW TO BYPASS PIPE
5 Diversion2 7.719 2 730 76,677 3 ------ ------ OUTFLOW TO LEVEL SPREADER
TRADITIONS SW WET POND P WITH L MEkt8RAPEAGIERIb4*ar Friday, Feb 26, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Ayd. No. 1
PRE DEVELOPME NT
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 13.180 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
40.00
•
30.00
20.00
10.00

0.00 '
0 120 240 360
- Hyd No. 1
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Friday, Feb 26, 2010
Peak discharge = 35.69 cfs
Time to peak = 718 min
Hyd. volume = 71,890 cuft
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
480 600 720 840
Q (cfs)
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
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 = 13.180 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Friday, Feb 26, 2010
Peak discharge = 63.21 cfs
Time to peak = 716 min
Hyd. volume = 127,914 cuft
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
70.00
00.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' 1 1
0 120 240 360 480 600 720 840
• - Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• iyd. No. 3
WET POND P ROUTED
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -POST DEVELOPMENT
Reservoir name = WET POND P
Storage Indication method used. Wet pond routing start elevation = 315.00 ft.
Q (cfs)
70.00
.x0.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 I - I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
•
- Hyd No. 3 Hyd No. 2 QIIILIlTII Total storage used = 48,524 cult Time (min)
WET POND P ROUTED
Hyd. No. 3 -- 10 Year
Friday, Feb 26, 2010
Peak discharge = 37.29 cfs
Time to peak = 722 min
Hyd. volume = 127,851 cuft
Max. Elevation = 318.34 ft
Max. Storage = 48,524 cuft
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D@2008 by Autodesk, Inc. v6.052
• Hyd. No. 4
OUTFLOW TO BYPASS PIPE
Hydrograph type = Diversion1
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND P ROUTED
Diversion method = Pond - WET POND P
Friday, Feb 26, 2010
Peak discharge = 29.57 cfs
Time to peak = 722 min
Hyd. volume = 51,175 cuft
2nd diverted hyd. = 5
Pond structure = Culv/Orf A
Q (cfs)
40.00
•
30.00
20.00
10.00
Q (cfs)
40.00
30.00
20.00
10.00
0.00
_iwa 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
OUTFLOW TO BYPASS PIPE
Hyd. No. 4 -- 10 Year
• Hyd No. 4 -- Pond outlet - HYd No. 3 -- Inflow -- Time (min)
Hyd No. 5 -- 3 minus 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2008 by Autodesk, Inc. v6.052
. Hyd. No. 5
OUTFLOW TO LEVEL SPREADER
Hydrograph type = Diversion2
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hydrograph = 3 - WET POND P ROUTED
Diversion method = Pond - WET POND P
Friday, Feb 26, 2010
Peak discharge = 7.719 cfs
Time to peak = 730 min
Hyd. volume = 76,677 cuft
2nd diverted hyd. = 4
Pond structure = Culv/Orf A
Q (cfs)
40.00
•
30.00
20.00
10.00
0.00
0 120 240 360 480
0 - Hyd No. 5 -- Qin - Pond outlet
OUTFLOW TO LEVEL SPREADER
Hyd. No. 5 -- 10 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 -- Inflow - Hyd No. 4 Time (min)
•
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M U L KEY Calculation Sheet
E?rzrs?ra?er,? ?'[?rsc.t?L3?_r?z?,
CLIENT SUBJECT BYPASS STRUCTURE P
PROJECT No.
Flow from first inch to Level Spreader (Q,..) = 7.78 cfs
HEADWATER DESIGN
Q=Cp * A * (2gH)0.5
Q = discharge (cfs)
CD = coefficient of discharge (0.6 default value)
A = cross sectional area of orifice (ft)
g = acceleration of gravity (32.2 ft/sec2)
• H = driving head (ft)
A= Tr * d2/4
A = cross sectional area of orifice
d = orifice diameter
d = 15"
A = 177" (in2)
A = 1.23 (ft)
H = 1.70 (ft)
Q=Cp*A*(2gH)0.e = (cfs)
BYPASS BOX DESIGN INFO
Invert of Pipe to Level Spreader = 311.00
• Centroid Elevation = 311.63
High Flow Bypass Pipe Invert = Centroid Elev + Driving Head 313.33
Page OF
Prepared By Date
Reveiewed By Date
Values to be input by user
(assume a height to centroid of orifice)
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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 (sgft) 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 / 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 cis cfs cis cfs cfs cfs cfs cis 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
0
Watershed Model Schemaogaflow Hydrographs Extension for AutoCADS Civil 3DG) 2008 by Autodesk, Inc. v6.052
1
CD
Legend
Hvd. Origin Description
1 SCS Runoff PRE DEVELOPMENT
SCS Runoff POST DEVELOPMENT
Reservoir BIORETENTION R ROUTED
Project: TRADITIONS SW BIORETENTION R.gpw
2
31W
Friday, Dec 18, 2009
Hydrograph Return Period Hy'd?aTroRycRgraphsExtension forAutoCADOCivil 3D®2008 by Autodesk, Inc. v6.052
4
4
4yd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

6. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff - - - 1.665 ------- ------- ------- 11.94 ------- ------- ------- PRE DEVELOPMENT
2 SCS Runoff ------ 6.544 ------- ------ ------- 20.50 ------- ------- ------- POST DEVELOPMENT
3
1 Reservoir 2 0.340 ------- ---- - ------- 18.42 ------- ------- ------ BIORETENTION R ROUTED
proj. file: TRADITIONS SW BIORETENTION R.gpw Friday, Dec 18, 2009
Hydrograph Summary RePly
yd a ow Hydrographs Extension for AutoCAD®Civil 3D® 2008 by Autodesk, Inc. v6.052
4
4
yyd. 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 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.9 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 = 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 cult
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
E
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
.-1- 0.00
26
Time (hrs)
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 = 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
0.00 ' '
0 2 4
• - Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 1 Year
Q (cfs)
7.00
6
6.00
5.00
4.00
3.00
2.00
1.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
*Ayd. 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
• 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 ' '
0.00
0.0 2.0 4.0 6.0 6.0 10.0 12.0 14.0 16.0 18.0
•
- Hyd No. 3 -Hyd No. 2 111IMIII Total storage used= 6,062 cult Time (hrs)
BIORETENTION R ROUTED
Hyd. No. 3 -- 1 Year
Hyd rog ra p h Summary Re p`q af<ow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
4
r
4
Hyd.
' io. 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
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 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 = 4.410 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
12.00
0 0.00
PRE DEVELOPMENT
Hyd. No. 1 -- 10 Year
Q (cfs)
12.00
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
8.00
4.00
2.00
6.00
0.00 '
0 2 4
0 - Hyd No. 1
6 8
10.00
8.00
6.00
4.00
2.00
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
• 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
0 8.00
15.00
12.00
9.00
6.00
3.00
0.00
0 2 4
• - Hyd No. 2
POST DEVELOPMENT
Hyd. No. 2 -- 10 Year
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
6 8
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
10 12 14 16 18 20 22 24 0.00
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
• Ayd. 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
.8.00
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 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
0 Hyd No. 3 - Hyd No. 2 !IIIITTTI 11 Total storage used = 10,491 cuft Time (hrs)
BIORETENTION R ROUTED
Hyd. No. 3 -- 10 Year
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 Regra le 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).
is
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4
0
•
•
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
flies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
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.
The bioretention cell: Best professional practices Prune according to best. professional
vegetation 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.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. 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.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - 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
ossible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3
Page 2 of 4
lJ
•
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, O, and R
Print name: Rob Weintraub
Title: Project Manager
• I, KJ4 (L Q. t--( E. STb qtE , a Notary Public for the State of
Not-4k C,4,r,11, A_ , County of WA tc g , do hereby certify that
IZ-,->6 U- )'e i n -1-,rC"' to personally appeared before me this 2(L
day of Fe kpm r ,i 2 o t o , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
Karen E. Stone
Notary Public
Wake County
North Carolina
Ay Commission Expires 9/27'

SEAL
My commission expires R/ a '71 Zoo
•
Form SW40 1 -Bioretention I&M-Rev. 2 Page 4 of 4
Address: Post Office Box 1615 Wake Forest, NC 27588
Permit Number:
•
•
11
(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
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
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
long. a roximatel 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 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 Wants 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 SW40I-Wet Detention Basin O&M-Rev.4
Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
•
BMP element: Potential roblem: 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 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 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 3 feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
ill in the blanks)
•
V Permanent Pool Elevation 331.25
Sediment Removal .328 Pe anen Pool
- - - - - - - - - - - - - - - - - Volume Sediment Removal Elevation 327 Volume
Bottom Elevatio 327 -ft Min. --------------------------------------------
Sediment Bottom Elevation 326 1-ft
Storage Sedimer.
FOREBAY 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:
•
Print name: Rob Weintraub
Title: Project Manager
Address: Post Office Box 1615 Wake Forest, NC 27588
Signature:
Date: -z'/z6 / )b
a Notary Public for the State of
Noni-A yRrG t (N 4. , County of W tA- k , do hereby certify that
iZo b w e i n ?s-c?? h personally appeared before me this 2(+?
day of Fe br-ca r ti o o , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
Karen E. Stone
Notary Public
Wake County
North Carolina
4Y Corer, o,ssion Expires 9/27
SEAL
is
My commission expires ? /2 `7 IQo t
Form SW401-Wet Detention Basin O&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
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
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
long. a roximatel sixinches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
•
•
E
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 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 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
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 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 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 4.25 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 4.25 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
Permanent Pool Elevation 307.25
303 ]
-----------------
Bottom
•
FOREBAY
ft Min.
Sediment
Storage
Form SW401-Wet Detention Basin O&M-Rev.4
Pool
- - - - -Sediment Removal Elevation 303 ............ Volume
\------ Sediment
Bottom Elevation
MAIN POND
Page 3 of 4
1-ft
Storage
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:
Print name: Rob Weintraub
Title: Project Manager
Address:
Phone: (91
Date: L/Zb La
I, K A-fL FF ty E , -S k (z k t g- , a Notary Public for the State of
• , County of tkpc, r -,v- , do hereby certify that
jZ o to e- 1r, b personally appeared before me this
day of f e- jo rc r s 2 o tg and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
?_ `._ • Karen
E. Stone
Notary public
Wake County
North Carolina
Ay Commission Expires 9/27
SEAL
My commission expires g 1 7-7/ ;Z011
•
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
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 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
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:
•
A
•
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 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 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
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 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 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
ill in the blanks)
•
0 Permanent Pool Elevation 303.75
Sediment Removal .301 Pe anen Pool
----------------- Volume Sediment Removal Elevation 299.75 Volume
Bottom Elev atio 300 -ft Min. ------"----"""""'-"" ------
------------
Sediment Bottom Elevation 298.75 1-ft
Storage Sedimei
Storage
FOREBAY MAIN POND
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:
Print name: Rob Weintraub
Title: Project Manager
Address: Post Office Box 1615 Wake Forest, NC 27588
Phone: [phone]a
Signature:
t o
Date: L
/z/O "
I, <671AEM r S ToN C , a Notary Public for the State of
• , County of (to lk K e_ , do hereby certify that
120 4? W e,'n -? ram b personally appeared before me this :1 to f'
day of _ _Febtc.s I Zb to , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
i?aren e`
Notary Public
Wake County
North Carolina
Ay Commission Expires 9/27
SEAL
My commission expires o? oZ b ( (

Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
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 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
long. a roximatel 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:
•
•
C
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 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 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
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 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 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
ek that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 3 feet 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
ill in the blanks)
is
0 Permanent Pool Elevation 315.0
Sediment Removal .312 Pe anen Pool
- - - - - - - - - - - - - - - - - Volume Sediment Removal Elevation 312 Volume
Bottom Elevatio 311 -ft Min- --- ------------ ------
Sediment Bottom Elevation 311 1-ft n
Storage Sedimei
FOREBAY MAIN POND Storage
Form SW401-Wet Detention Basin O&M-Rev.4
Page 3 of 4
Permit Number:
(to be provided by DWQ)
is 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: P
Print name: Rob Weintraub
Title: Project Manager
Address: Post Office Box 1615 Wake Forest NC 27588
Phone: [phone],322 -1
Signature:
Date: a2d LI o
• I, k F?p'.;7 M e, S -r u F- , a Notary Public for the State of
, County of W A- I,,-- r,- , do hereby certify that
IZ0b OWW'EItyz-CLA u (2; personally appeared before me this Z(o"( '
day of ; -,c(6r , Zo lo, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
N Karen E. to e
Notary Public
Wake County
North Carolina
Ay Commission Expires 9/27
SEAL
My commission expires 9I --z :7 / 2c-> I
•
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
S Filter Strip, Restored Riparian Buffer and Level Spreader
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 maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
• - Once a year, the soil will be aerated if necessary.
Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (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 problem: How I will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/ debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clo ed. of an sediment off-site.
The flow splitter device is ke any necessary repairs or
damaged.
j lace if damage is too large for
]
r
eair.
Ll
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
•
•
•
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
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.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
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.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
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, L, N, P
Print name: Rob Weintraub
Title: Project Manager
Address: Post Office Box 1615 Wake Forest, NC 27588
Signature:
narP• I J
I, K r &y t4 1E. -61%-WE , a Notary Public for the State of
• N o c-+(- CA rt,1j ?c., , County of - LAJ A- do hereby certify that
TZ O b W -e i n + T-CL U to personally appeared before me this
day of re- bj a , 20 I d , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
Karen E. Stone
Notary Public
North Carolina
4y Commission Expires 9/27'
SEAL
My commission expires 2-7 /21111
•
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 . Page 3 of 3
Permit No.
(to be provided by DWQ)
TF9Q
• T A W ?OF WA
O 7
o
NCDENR '
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 919-858-1868
Date 12/18/2009
Drainage area number DRAINAGE AREA I
II. DESIGN INFORMATION
Site Characteristics
Drainage area 735,638 fe
Impervious area, post-development 242,660 ft2
% impervious 32.99 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
21,549 ft3
18,848 ff3
OK
Volume provided
is 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 1yr 24hr stone peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr,44-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
ft3
ft3
ft3
ft3
(Y or N)
2.9 in
Insufficient volume provided.
0.35 (unitless)
0.55 (unitless)
4.82 in/hr OK
6.37 ft3/sec
22.05 ft3/sec
15.68 ft3/sec
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 1 of 2
Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
• Area, temporary pool 8,971 ftZ
Area REQUIRED, permanent pool 8,754 ftZ
SAIDA ratio 1.19 (unitless)
Area PROVIDED, permanent pool, Ape ,. 8,971 ft'
Area, bottom of 10ft vegetated shelf, Aba seen 3,867 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abotjd 1,735 ft'
Volumes
Volume, temporary pool 17,942 ft3
Volume, permanent pool, Vp.-.d 18,848 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,713 ft3
Forebay % of permanent pool volume 25.0% %
SA/DA 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, Vim,„-pod 18,848 ft'
Area provided, permanent pool, Apeimyod 8,971 ft'
Average depth calculated 2.95 ft
Average depth used in SAIDA, d,,,, (Round to nearest 0.5ft) 3.0 ft
Calculation option 2 used? (See Figure 10-2b) (Y or N)
Area provided, permanent pool, Apen-pool 8,971 ft'
Area, bottom of 1 Oft vegetated shelf, Abot anew 3,867 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abd_pnd 1,735 fC
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 3.75 ft
•
Average depth calculated 4.00 ft
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) 4.0 ft
OK
Insufficient. Volume does not agree with data previously entered.
Insufficient forebay volume.
Need 3 ft min.
OK
OK
OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 2.00 in
Area of orifice (if-non-circular) in'
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) ft
Pre-development 1-yr, 24-hr peak flow 6.37 ft3/sec
Post-development 1-yr, 24-hr peak flow 5.92 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.07 ft /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 ft 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.8-9/17/09 Parts I. & II. Design Summary WP I, Page 2 of 2
?? O?pF W ATggOG
y ?
NCDENR <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
• 401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
L PROJECT INFORMATION
Project name TRADITIONS SUBDIVISION PHASE I
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date February 25, 2010
Drainage area number DRAINAGE AREA I
11. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP WET POND I
Drawdown flow from the BMP 9.29 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area 735,638.00 ft2 Do not complete this section of the worksheet.
Impervious surface area 242,660.00 ft2 Do not complete this section of the worksheet.
Percent impervious 32.99 % Do not complete this section of the worksheet.
Rational C coefficient 0.55 Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm 9.29 cfs Do not complete this section of the worksheet.
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 722 in/hr Do not complete this section of the worksheet.
• Peak flow from the 10-yr storm 67.06 cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
a bypass device provided?
50.00 ft
0.00 ft
0.00 ft
50.00 ft
324.00 fmsl
320.00 fmsl
8.00 %
N (Y or N) OK
0.00 sq ft No forebay is needed.
13 ftlcfs
Y (Y or N)
N (Y or N)
N (Y or N)
9.29 cfs
Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
• Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
122.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.00 cfs
0
W
? r
i \
i
M
1 B 1
•
•
t
M
Form SW401-Level Spreader, Fifter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
Permit Number:
(to be provided by DWQ)
O?O? W ATF9OG
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.
1. 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 85,492 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 ft 3
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
vermit Numoer:
(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
0 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 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
(811nches gravel followed by 3-5 ft of grass)
Grassed Swale
Forebay
• Other
Form SW401-Bioretention-Rev.8
July 30, 2009
Y (Y or N)
3 OK
5 OK
1ft
320 fmsl
316 fmsl
4 ft OK
Y (Y or N)
322 fmsl
2 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
6.2 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
OK
A
Parts I and II. Design Summary, Page 2 of 2
Permit Number.
(to be provided by DWQ)
O?O? W A TF9OG
ATA y
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 III) 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 February 26, 2010
Drainage area number K
Ill.:, MtGN, INFORMATION
Site Characteristics
Drainage area 44,796 ft2
Impervious area 19,913 ft2
Percent impervious 44.5% %
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 0.389 ft3/sec
Post-development 1-yr, 24-hr peak flow 1.719 ft3/sec
Pre/Post 1-yr, 24-hr peak control 1.330 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 1,720.0 ft3
Volume provided 1,913.0 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 2,149.0 ft2 OK
Length: 62 ft OK
Width: 20 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
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
335.50 fmsl
Y (Y or N) OK
N (Y or N)
334.5 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
331.17 fmsl
3.33 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
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 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
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
y
Othen
ther
Form SW401-Bioretention-Rev.8
July 30, 2009
Y (Y or N)
2 Insufficient number of clean out pipes provided.
5 OK
1ft
330.17 fmsl
320 fmsl
10.17 ft OK
N (Y or N)
fmsl
334.5 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
3.2 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
OK
Parts I and 11. Design Summary, Page 2 of 2
Permit
AAAMA
NWENR
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.
(to be provided by DWQ)
o?OF W AT e9QG
o
I. PROJECT INFORMATION 71
Project name TRADITIONS SOUTHWEST
Contact person MICHAEL ALLEN
Phone number 919-858-1888
Date 2125/2010
Drainage area number DRAINAGE AREA L
II. DESIGN INFORMATION 71
Site Characteristics
Drainage area 646,595 ftz
Impervious area, post-development 242,114 ftz
% impervious 37.44 %
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 ru
Post-development 1-yr, 24-hr
runoff
Minimum volume required
Volume provided
noff
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-hrstorm
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 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
•
20,470 ft3 Insufficient required volume,
23,484 ft3 OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
to
(Y or N)
2.9 in
0.35 (unitless)
0.57 (unitless)
4.82 in/hr OK
5.60 ft3/sec
22.02 ft3/sec
16.42 ft3/sec
310.25 fmsl
307,25 fmsl
302.00 fmsl
307.75 fmsl
306.75 fmsl Data not needed for calculation option #1, but OK if provided.
303.00 fmsl
302.00 fmsl Data not needed for calculation option #1, but OK 9 provided.
1.00 ft
(Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary WP I, Page 1 of 2
Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
• Area, temporary pool 14,370 ftZ
Area REQUIRED, permanent pool 8,600 ftZ
SAIDA ratio 1.33 (unifless)
Area PROVIDED, permanent pool, Apex-wa 9,290 ft' OK
Area, bottom of 1 Oft vegetated shelf, AbOt u,dt 7,403 ft
Area, sediment cleanout, top elevation (bottom of pond), Abd wd 2,698 ft`
Volumes
Volume, temporary pool 36,048 ft3
Volume, permanent pool, VP-_Poa 23,484 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,713 ft3
Forebay % of permanent pool volume 20.1% %
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vper,-pool
Area provided, permanent pool, Ap.-Pool
Average depth calculated
Average depth used in SAIDA, de,„ (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, APe.-od
Area, bottom of 1 Oft vegetated shelf, k t_?nen
85 %
N (Y or N)
Y (Y or N)
1.33 (unifless)
Y (Y or N)
23,484 W
9,290 ft`
2.95 ft
3.0 ft
(Y or N)
9,290 ftz
7,403 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abot wd 2,698 fts
• "Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 3.75 ft
Average depth calculated 4.00 ft OK
Average depth used in SAIDA, d.„ (Round t0 nearest 0.5ft) 4.0 ft OK
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (Cw,)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
• Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Y (Y or N)
2.00 in
in2
0.60 (unitless)
0.58 ft
N (Y or N)
(unitless)
(unifless)
ft
ft
5.60 ft3/sec
22.02 ft3/sec
0.07 ft3/sec
3.20 days
3 :1
10 :1
10.0 ft
6 :1
2.0 :1
Y (Y or N)
1.0 ft
Y (Y or N)
Y (Y or N)
Y (Y or N)
Insufficient. Volume does not agree with data previously entered.
OK
Need 3 ft min.
OK
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Form SW401-Wet Detention Basin-Rev.8-9117/09 Parts I. & II. Design Summary WP I, Page 2 of 2

AV*A O?O? W ATF9QG
y r
WDENR `
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
•
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
I. PROJECT INFORMATION
Project name TRADITIONS SUBDIVISION PHASE I
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date February 25, 2010
Drainage area number DRAINAGE AREA L
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP WET POND L
Drawdown flow from the BMP 8.46 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area 646,595.00 ft2 Do not complete this section of the worksheet.
Impervious surface area 242,114.00 ft2 Do not complete this section of the worksheet.
Percent impervious 37.44 % Do not complete this section of the worksheet.
Rational C coefficient 0.57 Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm 8.46 cfs Do not complete this section of the worksheet.
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7,22 In/hr Do not complete this section of the worksheet.
• Peak flow from the 10-yr storm 61.09 cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 50.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 50.00 it
Elevation at downslope base of level lip 307.00 fmsl
Elevation at top of bank of the receiving water 304.00 fmsl
Slope (from level lip to to top of bank) 6.00 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 0.00 sq ft No forebay is needed.
Feet of level lip needed per cis 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 8.46 cfs
,Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
• Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
110.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
0.00 ft
0.00 ft
0.00 ft
0.00 cfs
0
t W t
i \
i
M

•
•
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
Permit No.
(to be provided by DWQ)
• OF W A TLc9
®?? Oa PG
w? ? y
o
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.
1. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact person MICHAEL ALLEN
Phone number 919-858-1888
Date 2/25/2010
Drainage area number N
11. DESIGN INFORMATION
Site Characteristics
Drainage area 435,337 ft2
Impervious area, post-development 147,469 ft'
% 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 ru
Post-development 1-yr, 24-hr
Minimum volume required
Volume provided
noff
runoff
Peak Flow Calculations
Is the pre/post control of the 1 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 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
•
Form SW401-Wet Detention Basin-Rev.8-9/17/09
13,055 ft3 OK
23,623 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
(Y or N)
2,9 in
0.35 (unitless)
0.55 (unitless)
4.82 in/hr OK
3.77 ft3/sec
13.92 ft3/sec
10.15 ft3/sec
303.75 fmsl
305.00 fmsl
300.00 fmsl
304.25 fmsl
303.25 fmsl
299.75 fmsl
298.75 fmsl
1.00 ft
N (Y or N)
fmsl
Data not needed for calculation option #1, but OK if provided.
Data not needed for calculation option #1, but OK if provided.
Parts I. & II. Design Summary WP I, Page 1 of 2
Permit
(to be provided by DWQ)
11. DESIGN INFORMATION
Surface Areas
Area, temporary pool
12,620 ft2
Area REQUIRED, permanent pool 5,181 ft2
SAIDA ratio 1.19 (unitless)
Area PROVIDED, permanent pool, Apen-PW 9,083 ft' OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf 7,075 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abdt ,nd 3,035 W
Volumes
Volume, temporary pool 13,923 ft3 Insufficient. Volume does not agree with data previously entered.
Volume, permanent pool, Vp--,- l 23,623 ft3
Volume, forebay (sum of forebays if more than one forebay) 5,271 ft3
Forebay % of permanent pool volume 22.3% % 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, Vperm-p 23,623 ft'
Area provided, permanent pool, Aperm-pod 9,083 ft`
Average depth calculated 2.95 ft
Average depth used in SAIDA, da„ (Round to nearest 0.5ft) 3.0 ft
Calculation option 2 used? (See Figure 10-2b) (Y or N)
Area provided, permanent pool, Aperm poo 9,083 ft`
Area, bottom of 1Oft vegetated shelf, Ab,t-ehelt 7,075 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abot?ond 3,035 ftZ
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment) 3.50 ft
•
Average depth calculated 4,00 ft
Average depth used in SAIDA, d,,(Round to nearest 0.5ft) 4.0 ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
. Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Y (Y or N)
2.00 in
in2
0.60 (unibess)
0.58 ft
N (Y or N)
(unitless)
(unitiess)
ft
ft
3.77 ft3/sec
2.85 ft3/sec
0.06 ft3/sec
2.40 days
3 :1
10 :1
10.0 ft
7 :1
2.0 :1
_ (Y or N)
1.0 ft
(Y or N)
(Y or N)
(Y or N)
Need 3 ft min.
OK
OK
OK
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts 1.8 II. Design Summary WP I, Page 2 of 2
??
AWAA o?OF WATF9OG

WDENR --1
`
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
• 401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
I. PROJECT INFORMATION
Project name TRADITIONS SUBDIVISION PHASE I
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date February 25, 2010
Drainage area number DRAINAGE AREA N
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP WET POND N
Drawdown flow from the BMP 5.49 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area 435,337.00 ftz Do not complete this section of the worksheet.
Impervious surface area 147,469.00 ftz Do not complete this section of the worksheet.
Percent impervious 33.87 % Do not complete this section of the worksheet.
Rational C coefficient 0.55 Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm 5.50 cfs Do not complete this section of the worksheet.
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.22 in/hr Do not complete this section of the worksheet.
• Peak flow from the 10-yr storm 39.69 cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 50.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 50.00 ft
Elevation at downslope base of level lip 297.50 fmsl
Elevation at top of bank of the receiving water 294.00 fmsl
Slope (from level lip to to top of bank) 7.00 %
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 0.00 sq ft No forebay is needed.
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 5.49 cfs
is s a bypass device provided? Y (Y or N) OK

Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
• Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
72.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.00 cfs
0
? W
M
•
is
l 13 1
1
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
Permit Number:
(to be provided by DWQ)
WA Tls; G
> i
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 III) 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 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 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 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 11. 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
(811nches gravel followed by 3-5 ft of grass)
Grassed Swale
Forebay
• Other
Form SW401-Bioretention-Rev.8
July 30, 2009
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
ou 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 fUsec 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 No.
(to be provided by DWQ)
•
ATA ?oF wArFyQ
O G
y r
P 'C
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 111) 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 DRAINAGE AREA P
11. DESIGN INFORMATION
Site Characteristics
Drainage area 574,078 ft2
Impervious area, post-development 227,226 ft2
% impervious 39.58 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
19,616 ft3
15,517 ft3
OK
Volume provided
• Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr ru
Post-development 1-yr, 24-hr
Minimum volume required
Volume provided
noff
runoff
Peak Flow Calculations
Is the prelpost control of the 1yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: l-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
ft3
-,.-ft3
ft3
ft3
Insufficient volume provided.
Y (Y or N)
2.9 in
0.35 (unitless)
0.59 (unitless)
4.82 in/hr OK
4.98 fe/sec
20.77 ft3/sec
15.80 ft3/sec
316.75 fmsl
315.00 fmsl
312.00 fmsl
315.50 fmsl
314.50 hsl Data not needed for calculation option #1, but OK if provided.
312.00 fmsl
311.00 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 1 of 2
Permit No.
(to be provided by DWQ)
Ill. DESIGN INFORMATION
• Surface Areas
Area, temporary pool
10,028 ftZ
Area REQUIRED, permanent pool 6,832 ftZ
SA/DA ratio 1.19 (unitless)
Area PROVIDED, permanent pool, Apen-pool 6,865 ftz OK
Area, bottom of 1 Oft vegetated shelf, Abol shelf 6,033 ft'
Area, sediment cleanout, top elevation (bottom of pond), AW_pond 2,475 ft'
Volumes
Volume, temporary pool 14,597 ft3 Insufficient. Volume does not agree with data previously entered.
Volume, permanent pool, Vperm-pml 15,517 ft3
Volume, forebay (sum of forebays if more than one forebay) 3,803 ft3
Forebay % of permanent pool volume 24.5% % Insufficient forebay volume.
SA/DA Table Data
Design TSS removal 85 %
Coastal SA/DA Table Used? N (Y or N)
Mountain/Piedmont SA/DA Table Used? Y (Y or N)
SA/DA ratio 1.19 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Vperm pool 15,517 ft'
Area provided, permanent pool, Apevn,od 6,865 ft'
Average depth calculated 2.95 ft Need 3 ft min.
Average depth used in SA/DA, 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, A,..-P of 6,865 ft'
Area, bottom of 1 Oft vegetated shelf, Abol_Shelf 6,033 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abolyond 2,475 ftZ
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 2.50 ft
•
Average depth calculated 4.00 It OK
Average depth used in SA/DA, d.„ (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 4.98 ft3/sec
Post-development 1-yr, 24-hr peak flow 20.77 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.07 ft3/sec
Storage volume drawdown time 3.10 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 6 :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.8-9/17/09 Parts I. & II. Design Summary WP I, Page 2 of 2

ATA O?O? W ATF9oG
y 9.
> ti
O c
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
{. PROJECT INFORMATION
Project name TRADITIONS SUBDIVISION PHASE I
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date February 25, 2010
Drainage area number DRAINAGE AREA P
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP WET POND P
Drawdown flow from the BMP 7.78 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area 574,078.00 ft2 Do not complete this section of the worksheet.
Impervious surface area 227,226.00 ft2 Do not complete this section of the worksheet.
Percent impervious 39.58 % Do not complete this section of the worksheet.
Rational C coefficient 0.59 Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm 7.78 cfs Do not complete this section of the worksheet.
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.22 in/hr Do not complete this section of the worksheet.
• Peak flow from the 10-yr storm 56.14 cis Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below,
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 50.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 50.00 ft
Elevation at downslope base of level lip 310.00 fmsl
Elevation at top of bank of the receiving water 306.00 fmsl
Slope (from level lip to to top of bank) 8.00 %
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 0.00 sq ft No forebay is needed.
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 7.78 cis
les a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
• Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
102.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.00 cfs
0
? w
-r
i
M
U
•
1 B 1
i t
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
Permit Number:
(to be provided by DWQ)
O?O? W ATE9QG
Allew.A
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.
1. PROJECT INFORMATION
Project name TRADITIONS SOUTHWEST
Contact name MICHAEL ALLEN
Phone number 919-858-1888
Date December 18, 2009
Drainage area number R
11. 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 ft3lsec
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 ft 3
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
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
337.00 fmsl
Y (Y or N) OK
N (Y or N)
336 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
333 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
r• Other
Y (Y or N)
7 OK
5 OK
1ft
332 fmsl
327 fmsl
5 ft OK
Y (Y or N)
334.17 fmsl
1.83 ft OK
0
0
0 Recommend more species.
Y (Y or N) OK
Y (Y or N) OK
au Ti
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
5.8 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
LEVEL SPREADER I
PHOTOS TAKEN 11-11-09
n
u
0
LEVEL SPREADER V
PHOTOS TAKEN 11-11-09
C'
i
•

0
•
•
LEVEL SPREADER 'N'
PHOTOS TAKEN 11-11-09
0

LEVEL SPREADER 'P'
PHOTOS TAKEN 11-11-09
•
4
{
r
q4
ry

0
CUSTOMER: QUANTITY: OF
JOB WEIGHT: 2,700 LBS.
Ficco,t LOCATION: SECTION:
Precast Coe is Products Since 7937 SIZE: Tx V LEVEL SPREADER
vrvlvr.stayriphtmm
DRAWN BY: 22Y 9/18/08 PROJECT MGR: MS
* DO NOT FLIP WORKUP OVER *
* MAKE SURE JOINT IS CORRECT
i7i
911
96" 6"
9611 1
--9611 611
REINFORCEMENT:
4 x 4 WIRE MESH
W4 x W4 CENTERED
BASE & WALL
Ott
4211
6"
6"
24
. FHartaffw SACADV&9 Drawings)LEVEL SPREADER
NOTES:
1. REINFORCEMENT: H-20 BRIDGE LOADING (TRAFFIC RATED)
2. CONCRETE: 4000 PSI @28 DAYS
r -------------------
L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

E
S:1CAD\Misc Drawings\LEVEL SPREADER
The Information contained h
Concrete, Inc. It may not be
written pemdsslon.
pp' a of Stay-Right Precast
or reproduced wtUxxA express,
vaur<cr.
QTY
2675 US I HWY , YYia'•a oracernae
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P.O,BOx580 LEVEL SPREADER
Precast Concrete Products 51nce 1937 Frankgnton, NC erf6?o6
wwwatoyright.com Phane(979)4947600 See Filename Above
Fax [phone]
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Permit No.
(to be provided by DWQ)
• III. REQUIRED ITEMS CHECKLIST
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.
CF- GALc uu..-n o N Pac-?-AGE
Page/ Plan P5 5 % FUM SEA'
I iti Sheet No.
GP 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, EkWkAeNTS wiu, lid 65T. Ar PLkT 5T'A6E.
Proposed drainage eas ent and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
N? 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
- Filter strip.
HMP 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.
GP 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
IP3 to verify volume provided.
aHP I-(o 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.
K A 9. A copy of the deed restrictions (if required).
10. xsDils report that is based upon an actual field investigation, soil borings, and infiltration tests, County
soil maps are not an acceptable source of soils information.
ESTIMA 65 05ED f70#- CA_c-VLA%7) Kl5, p oPo*5 L41LL PEE OBTAitED
• WKIER CDt4o5t't X-T`)b'4 j)p-ALJInes AW FAAuI&W,
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)
111. REQUIRED ITEMS CHECKLIST
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.
Initials,

•

I /V
•
7 NI-,
14
Pagel Plan
SheetNo.
t-17 /cIr
f5
GP - CA-WL.AJ) m PIIC*9D
'- { LAht r,ET-
i. 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, FA6FMeN1'5 WILL BE
Recorded drains asement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
6HP 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
EST: AT f i.AT" STAGE.
0*3-6 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 soils report th ased upon an actual field investigation, soil borings, and infiltration tests. The
results of t oils report must be verified in the field by DWQ, by completing & submitting the soils
inves ' ion request form. County soil maps are not an acceptable source of soils information. All
el ations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
itu soil must include: entowV5 csoo Fbe- CA-LWL q.T"V -3- 0MI Nibs
a .Iity; Dbrk[n)ft L.Stt'rJ CC05'tt1)cwF)0N D941-?1106S A"
Soil composition (% sand, % fines, % organic), and
P-index.
5, A detailed ting plan (1" = 20' or larger) prepared by a qualified individual showing:
A va ' of suitable species,
S' spacing and locations of plantings,
otal quantity of each type of plant specified, $Ip•.N-?o N A114's .('b FO1c
A la 'ng-detai ,
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
pg project is complete and the entire drainage area is stabilized.
gMf 1?(0 7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
G? 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.
Form SW401-Bioretention-Rev.7
WILL IaE
R (IJALWN)
5DO DED
Part III, Page 1 of 1