20090105 Ver 1_Stormwater Info_20090212

Since 1979
THE JOHN R. McADAMS COMPANY, INC.
is
SEARSTONE
MASTER PLAN
DWQ SUBMITTAL
CARP, NORTH CAROLINA
PRELIMINARY STORMWATER MANAGEMENT
DESIGN
PRELIMINARY STORMWATER IMPACT ANALYSIS
E
PRELIMINARY NITROGEN EXPORT
CALCULATIONS
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
Wilmington, NC
3904 Oleander Drive
Suite 200
'nn, North Carolina 28403
13 5646
910-799-8181
910-799-8171 Fax
I00-YEAR FLOOD STUDY
SRF-05000
U° - of oS
'aoy?, ,yea 1?,.?1 ':-
A
James W. Caldwell, PE
Project Manager - Stormwater Management Group
www.johnrmcadams.com i Design Services Focused On Client Success
FE R
2009
WETL4fVDS;
AND S1 Qf? lt6^?ATER BRANCJI
Permit Number:
(to be provided by DWQ)
Drainage Area Number: To Pan J
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) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page l 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:Searstone
BMP drainage area number: To Pond #1
Print name: Sears Farm, LLC
Title:William Sears /A4,I=M\fi NW-4A Zr1
Address:1142 Executive Circle, Suite D, Cary, NC 27511
Pr
Si
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, UarL o ? K a Notary Public for the State of
ak-ob ev-- , County of do hereby certify that
wit (tam vy . j? ?U S personally appeared before me this ? 3
day of DC_iDIIc-1z_ and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
\0 \ IIIII//t
\\\\ QT TE it. //?i
? O TA>'?° '
=_
co
O? ..UBLIG..•'QO
SEAL -)L,
My commission expires ' ZO/ 2
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Date: l<12 13 - 0 0
Permit Number:
(to be provided by DWQ
Drainage Area Number: Tn b
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) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
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:Searstone
BMP drainage area number:To Dry Detention Basin #2
Print name:Sears Farm, LLC
Title:William Sears fI- tAAO A? ?-
01
Address:1142 Executive Circle, Suite D, Cary, NC 27511
Phone:
Signatt
Date:

Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, CI aY- Io H e. jL- , '7,? Scm , a Notary Public for the State of
N M -k Ca ye f tf'g'_ , County of 1+U kc- , do hereby certify that
VJ?( I I OLt/{') W, Seav - personally appeared before me this _Z3
day of n k cat/' , 7-OD S , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
Vp OI T E K•
d
P
NOR' \A
SEAL
Ctr ()??
My commission expires g ' 2DI.3
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Permit Number:
(to be provided by DW,
Drainage Area Number: Tp b_?
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) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
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:Searstone
BMP drainage area number:To Dry Detention Basin #3
Print name:Sears Farm. LLC
Title:William Sears/ MC-Mr) F- r-" M,', 1Q,fNF-Pt,
Address: 1142 Executive Circle, Suite D, Cary, NC 27511
Phone
Signature:
Date: / J ?-
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, C_'?t V- IDH'?_' ?_' . I c;YL? , a Notary Public for the State of
N,Yt'h(?x>'o 1t/,a- , County of WGckL , do hereby certify that
L'k? ilItuM 0- Se
personally appeared before me this z3
day of OLfo?c , ?2009, and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
??v pl TIE f tt
? ' ?OTAgy.°?
y?A
<(' ••.'.°UBUG
' .. •'' PO
.
o
SEAL (]g
My commission expires 4 -$ ~ Z()/ 3
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Permit Number:
(to be provided by DWQ)
Drainage Area Number: TO bb4f
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) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page l 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:Searstone
BMP drainage area number:To Dry Detention Basin #4
Print name:Sears Farm, LLC
Title:William Sears ?CM131R-?11bG,
Address: 1142 Executive Circle, Suite D, Cary, NC 27511
Phone
Signat
Date:1p " -;Z, "?)' -- e' 8
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, C? I ?E K . f LIIScTn , a Notary Public for the State of
poY4 cayo County of CooJCv_ , do hereby certify that
LO), l I ),a V?) L'J. Ste, personally appeared before me this 2-3
day of Q Cf-a L?,e.? , Zeal , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
\???11111rttii
??A _/
?A . NO..... rJ
/ tlllll1\\\\\
SEAL (1' _CL' C'6z r_ -k-_
My commission expires 4 --S- Zo/ 3
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
SEARSTONE - MASTER PLAN
• Preliminary Site Plan Stormwater Impact Analysis
Project Description and Summary
Located on the southwest corner of the intersection between Davis Drive and High House
Road in Cary, North Carolina is the proposed residential and commercial development
known as Searstone. Proposed for development on this 74.75-acre site is of the
construction of a retirement community including multi-family residential, single-family
residential, commercial development, and any necessary utility improvements. The site
as it exists (pre-development) is mostly wooded and open space. The project is expected
to be built in phases.
The proposed site is located within the Neuse River basin, and, therefore, is subject to the
Neuse Performance Standards which requires new developments to provide nitrogen
control and diffuse flow into the buffer. The control of nitrogen export is limited to a
maximum of 3.6 lbs/ac/yr. However, nitrogen loads that exceed this standard may be
offset by payment of a fee to the Wetlands Restoration Fund provided that no new non-
residential development can exceed 10.0 lbs/ac/yr and no new residential limit can exceed
6.0 Ibs/ac/yr. In order for the proposed site to meet the limitations, three dry detention
basins will be provided to remove the appropriate amount of nitrogen to reach the
maximum levels. The calculations contained within this booklet detail the projected total
nitrogen export for the entire site.
In order to meet the diffuse flow requirement, the Stormwater management facilities
proposed as part of this stormwater management plan are to have level spreaders for the
• 1" storm event. The level spreader length calculations are included in this report.
Also, per the Town of Cary Standards, post-development peak flow rates can be no
greater than pre-development levels, in the 1-year storm. If there is an increase between
pre- and post-development flowrates, then stormwater detention is required for these
storm events. The proposed development will cause an increase in the peak flowrates in
the 1-year storm event. Also detention for the 10- and 50-year events is required.
Conclusively, stormwater detention is required to reduce the post-development peak
flowrates in the 1-, 10- and 50-year storm events back to pre-development levels. In
order to meet the detention requirements, three dry detention basins and a pond are
proposed.
Please refer to the watershed maps included in this report for identification of the portions
of the proposed development that were included in this stormwater impact analysis.
Calculation Methodology
Using the Wake County Soil Survey, the proposed site contains a combination of
HSG C, and HSG D soils. Therefore, composite SCS Curve Numbers were then
calculated based on the relative percentage of these soils groups. These composite
curve numbers were then used in peak flow calculations. The soil survey map
from which the soils were determined for this analysis has been included in this
report.
On-site topography is from a field survey provided by KCI, Inc.
•
• PondPack Version 8 by Haestad Methods, Inc., was used to generate pre-
development peak flow rates in the 1-, 10-, and 50-year storm events and post-
development peak flow rates in the 1-, 10-, and 100-year storm events.
A composite SCS curve number was calculated the proposed site for both the pre-
and post-development conditions. Pre-development land cover conditions were
determined using survey and GIS information. The area of each cover condition
was measured in AutoCAD for use in the calculation of the composite curve
numbers. The post-development land cover conditions were taken from the
proposed development plan for Phase 1 of the development.
Rainfall data for the Raleigh-Durham region is from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency table describing rainfall depth versus time for varying return periods in
the RDU region. Rainfall depths from this table were then input into PondPack for
hydrologic calculations.
For the 1-year storm rainfall data, the SCS Type II storm distribution with a
precipitation depth of 3.00 inches in a 24-hour period was used.
For the 1-inch event, the SCS Type II storm distribution with a precipitation depth
of 1.00 inches in a 24-hour period was used. This was used to design the splitter
box on Pond 1 for the level spreader.
The pre- and post-development times of concentration for the proposed site were
• calculated using the SCS Segmental Approach (TR-55, 1986). Each Tc path was
divided into segments consisting of overland flow, shallow concentrated flow, and
channel flow. The overall time of concentration is the sum of the individual
segment times.
The stormwater dry detention basin design calculations were performed in
accordance with the N.C. Stormwater Best Management Practices manual
(NCDENR April 1999).
100-Year Flood Stud
Turkey Creek runs generally south to north through the east portion of the project site.
The preliminary FEMA flood study (April 6, 2005) to become effective was used for the
north half of the floodplain line. The limits of this detailed study stopped approximately
halfway through the project site. At this point, cross-sections were taken from LIDAR
topographical information at approximately 200' stations through the remainder of the
site. The highest 100-year upstream water surface elevation from the preliminary FEMA
detailed study was then taken as the tailwater elevation for the expanded study.
The expanded study was performed and the new 100-year floodplain line has been
included in the design drawings. Please refer to Section 9 of this report for details of the
100-year flood study.
Calculation Methodolo
• The preliminary FEMA 100-year flood study (to become effective) was used for
the north portion of the study. The 100-year flow rate and 100-year water surface
U
elevation were used as starting conditions for the expanded study through the
project site.
LIDAR topographical information was used for the expanded 100-year flood
study. This information was used to generate stream cross-sections at
approximately 200' stations.
HEC-RAS Version 3.1.3 by the United States Army Corps of Engineers was used
to generate water surface profiles and elevations for the expanded study. The
highest water surface elevation from the preliminary FEMA study was used as the
tailwater elevation in the expanded study.
Manning's n values of 0.12 for the overbank and 0.045 for the stream channel
were assumed.
•
Discussion of Results
The proposed stormwater management facilities for provide detention for the four
subbasins within the site for the 1-, 10- and 50-year storm events. The facilities also pass
the 100-year storm with adequate freeboard. All calculations associated with pre- and
post-development are shown in this report.
Using the preliminary FEMA 100-year flood study, an expanded 100-year floodplain
study was performed for the project site.
Please refer to the next few sections in this report for any detailed calculations.
0
•
•
•
SEARSTONE
SRF-05000
SOR_Master
PRELIMINARY STORMWATER MANAGEMENT CALCULATIONS
Summary of Result - Phase 1
SUB-BASIN 1
Event Pre-Development [cfsl Post-Development [cfsl Chanae [cfsl
1-Year 88 78 -11%
10-Year 240 225 -6%
50-Year 365 356 -2%
SUB-BASIN 2
Event Pre-Development [cfsl Post-Development [cfsl Chanae [cfsl
1-Year 4 2 -52%
10-Year 13 5 -58%
50-Year 20 8 -60%
SUB-BASIN 3
Event Pre-Development [cfsl Post-Development [cfsl Chanqe [cfsl
1-Year 6 3 -50%
10-Year 15 7 -55%
50-Year 23 10 -57%
SUB-BASIN 4
Event Pre-Development [cfsl Post-Development [cfsl Chanae rcfsl
1-Year 2 1 -50%
10-Year 6 3 -51%
50-Year 8 4 -51%
Pond 1 (Upper)
Normal Pool Elevation ft= 370.00
Top of Dam ft= 372.00
100-Year WSE ft = 370.19
100-Year Freeboard [ft] = 1.81
Pond 1 (Lower)
Normal Pool Elevation [ft] = 361.00
To of Dam [ft] = 365.50
100-Year WSE ft= 364.66
100-Year Freeboard [ft] = 0.84
Dry Detention Basin 2
Bottom Elevation [ft= 336.00
Top of Dam [ft] = 342.00
100-Year WSE [ft] = 341.83
100-Year Freeboard [ft] = 0.17
Dry Detention Basin 3
Bottom Elevation [ft] = 324.00
Top of Dam [ft] = 332.00
100-Year WSE [ft] = 331.37
100-Year Freeboard [ft] = 0.63
Dry Detention Basin 4
Bottom Elevation [ft] = 320.00
Top of Dam [ft= 326.00
100-Year WSE (ft] = 325.34
100-Year Freeboard [ft] = 0.66
* Note: All detention facilities are in Subbasin 1. There is no detention in Subbasins 2, 3, or 4
J.C. Diaz, El
1/28/2009
SOR
W
O?O? W AT
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)!
t. PROJECT INFORMATION
Project name Searstone
Contact name James W. Caldwell, PE
Phone number 919.361.5000
Date October 22, 2008
Drainage area number To Pond #1
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Wet Pond
Drawdown flow from the BMP 7.32 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area N/A ft, Do not complete this section of the worksheet.
Impervious surface area N/A ftz Do not complete this section of the worksheet.
Percent impervious VALUE! % Do not complete this section of the worksheet.
Rational C coefficient N/A Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm VALUE! cfs Do not complete this section of the worksheet.
Time of concentration N/A min
Rainfall intensity, 10-yr storm N/A in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm VALUE! 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 0.00 ft
Width of dense ground cover 123.00 ft
Width of wooded vegetation 0.00 ft
Total width 123.00 ft
Elevation at downslope base of level lip 336.75 fmsl
Elevation at top of bank of the receiving water 330.00 fmsl
Slope (from level lip to to top of bank) 5.49 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area N/A 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? N (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 7.32 cfs
. Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and ll. Design Summary, page 1 of 3
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
96.00 ft
N (Y or N)
N (Y or N)
Y (Y or N)
5.00 ft
10.00 ft
20.00 ft
1.00 ft
114.37 cfs
Class II Rip Rap
#VALUE!
W 1
i
M
11
r?
1 B 1
1
M
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 3
Jill. 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.
Pagel Plan
Initials Sheet No.
JWC WS-2 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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
JWC SW-1A, SW- 2. Plan details (1" = 30' or larger) for the level spreader showing:
1B, SW-11C, Forebay (if applicable),
SW-5 High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
JWC SW-1A, SW-5 3. Section view of the level spreader (1" = 20' or larger) showing
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
JWC see report 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
JWC see erosion 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
control permit drainage area is stabilized.
JWC see report 6. The supporting calculations.
JWC attached 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N/A NIA 8. A copy of the deed restrictions (if required).
17-A
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 3 of 3
NCDENR

O?O? W AT e9?G
r
O ?
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
h PROJECT INFORMATION
Project name Searstone
Contact name James W. Caldwell, PE
Phone number 919.361.5000
Date October 22, 2008
Drainage area number To Dry Detention Basin #2
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Dry Detention Basin
Drawdown flow from the BMP 0.92 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
• Peak flow from the 10-yr storm
Do not complete this section of the worksheet
ffz Do not complete this section of the worksheet.
ffz Do not complete this section of the worksheet.
% Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet.
min
in/hr Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
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
Is a bypass device provided?
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
0.00 ft
155.00 ft
0.00 ft
155.00 ft
335.50 fmsl
330.00 fmsl
3.55 % OK
N (Y or N) OK
N/A sq ft No forebay is needed.
13 ft/cfs
N (Y or N)
N (Y or N)
Y (Y or N)
0.92 cfs
Y (Y or N) OK
Parts I. and II. Design Summary, page 1 of 3
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
13.00 ft
N (Y or N)
N (Y or N)
Y (Y or N)
9.00 ft
3.00 ft
21.00 ft
1.00 ft
8.07 cfs
Class B Rip Rap
#VALUE!
t W t
M
•
E
1 B 1
1
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 3
. 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.
Page/ Plan
Initials Sheet No.
JWC WS-2 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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
JWC SW-2A, SW- 2. Plan details (1" = 30' or larger) for the level spreader showing:
26, SW-2C, Forebay (if applicable),
SW-5 High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
. Proposed drainage easement, and
Design at ultimate build-out.
JWC SW-2A, SW-5 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
- Level lip,
Upslope channel, and
Downslope filter fabric.
JWC see report 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
JWC see erosion 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
control permit drainage area is stabilized.
JWC see report 6. The supporting calculations.
JWC attached 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N/A N/A 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 3 of 3

kv.WA O?O? W AT e9,Y
co

NCDENR O ?
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREA DER, 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 Searstone
Contact name James W. Caldwell, PE
Phone number 919.361.5000
Date October 22, 2008
Drainage area number To Dry Detention Basin #3
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Dry Detention Basin
Drawdown flow from the BMP 1.32 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ftZ Do not complete this section of the worksheet.
Impervious surface area ftz Do not complete this section of the worksheet.
Percent Impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm 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 0.00 ft
Width of dense ground cover 112.00 ft
Width of wooded vegetation 0.00 ft
Total width 112.00 ft
Elevation at downslope base of level lip 323.50 fmsl
Elevation at top of bank of the receiving water 320.00 fmsl
Slope (from level lip to to top of bank) 3.13 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area N/A 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? N (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 1.32 cfs
• Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and Il. Design Summary, page 1 of 3
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
N
1
\\
M

•
18.00 ft
N (Y or N)
N (Y or N)
Y (Y or N)
9.00 ft
3.00 ft
21.00 ft
1.00 ft
66.72 cfs
Class B Rip Rap
1 B 1
1 t
M
#VALUE!
rl
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 3
• 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.
11
E
Pagel Plan
Initials Sheet No.
JWC WS-2 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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
JWC SW-3A, SW- 2. Plan details (1" = 30' or larger) for the level spreader showing:
313, SW-3C, Forebay (if applicable),
SW-5 High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
JWC SW-3A, SW-5 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
JWC see report 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
JWC see erosion 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
control permit drainage area is stabilized.
JWC see report 6. The supporting calculations.
JWC attached 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N/A N/A 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Part III, page 3 of 3
W AT G
f
NCDENR
• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STR IP 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)!
L PROJECT INFORMATION
Project name Searstone
Contact name James W. Caldwell, PE
Phone number 919.361.5000
Date October 22, 2006
Drainage area number To Dry Detention Basin #4
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Dry Detention Basi n
Drawdown flow from the BMP 1.14 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ftz Do not complete this section of the worksheet.
Impervious surface area fiz Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm 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 0.00 ft
Width of dense ground cover 124.00 ft
Width of wooded vegetation 0.00 ft
Total width 124.00 ft
Elevation at downslope base of level lip 319.50 fmsl
Elevation at top of bank of the receiving water 316.00 fmsl
Slope (from level lip to to top of bank) 2.82 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area N/A 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? N (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 1.14 cfs
. Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 3
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
M
1
1
M
•
•
15.00 ft
N (Y or N)
N (Y or N)
Y (Y or N)
3.00 ft
21.00 ft
1.00 ft
12.72 cfs
Class B Rip Rap
I
1 B 1
I
I 1
M
#VALUE!
t
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 3
•

•
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.
Pagel Plan
Initials Sheet No.
JWC WS-2 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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
JWC SW-4A, SW- 2. Plan details (1" = 30' or larger) for the level spreader showing:
4B, SW-4C, Forebay (if applicable),
SW-5 High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
JWC SW-4A, SW-5 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
JWC see report 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
JWC see erosion 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
control permit drainage area is stabilized.
JWC see report 6. The supporting calculations.
JWC attached 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N/A N/A 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Part III, page 3 of 3
SEARSTO N E
S R F-05000
•
LEVEL SPREADER OUTFALL AND FILTER STRIP PICTURES
• Pond #1 Outfall- Dense Ground Cover- Looking Southeast
0 Pond #1 Outfall- Dense Ground Cover- Looking Northeast
JW Caldwell, PE
January 28, 2009
ALL PICTURES TAKEN ON OCTOBER 7, 2008
•
SEARSTO N E
SRF-05000
Pond #2 Outfall- Dense Ground Cover- Looking Northeast
•
Pond #2 Outfall- Dense Ground Cover- Looking Southeast
JW Caldwell, PE
January 28, 2009
•
0
•
SEARSTON E
SRF-05000
Pond #3 Outfall- Dense Ground Cover- Looking Northeast
JW Caldwell, PE
January 28, 2009
40
Pond #3 Outfall- Dense Ground Cover- Looking Southeast
•
SEARSTO NE
SRF-05000
Pond #4 Outfall- Dense Ground Cover- Looking Southeast
C:
JW Caldwell, PE
January 28, 2009
is
Pond #4 Outfall- Dense Ground Cover- Looking Northeast
•
•
E
1 BACKGROUND DATA
2 PRE-DEVELOPMENT
HYDROLOGIC CALCULATIONS

3 POST-DEVELOPMENT
HYDROLOGIC CALCULATIONS

4 PRELIMINARY POND 7 DESIGN
5 PRELIMINARY DRY DETENTION 2
DESIGN

6 PRELIMINARY DRY DETENTION 3
DESIGN

7 PRELIMINARY DRY DETENTION 4
DESIGN

8 PRELIMINARY NITROGEN
EXPORT CALCULATIONS

9 100-YEAR FLOOD STUDY
•
BACKGROUND DATA

0
SEARSTONE- PHASE 1
SRF-05000
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SEARSTONE WATERSHED SOIL JW Caldwell, PE
SRF-05000 INFORMATION 1/5/2006
• ==> On-site soils
Symbol Name Soil Classification
Cn Colfax C
CrE Creedmoor C
Cr132 Creedmoor C
CrC2 Creedmoor C
Gu Gullied Land D
W Worsham D
WsB2 White Store D
WsC2 White Store D
Wo Wedhadkee & Bibb soils D / C
References:
1. SOIL SURVEY: WAKE COUNTY. NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2. SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
Conclusions:
• The site consists of hydrologic soil groups 'C' and 'D' within the studied watersheds. Therefore, SCS
Curve numbers will be chosen as follows:
% HSG 'C'= 30.5%
% HSG 'D' = 69.5%
Cover HSG C HSG D
Open 74 80
Wooded 70 77
Impervious 98 98
=_> SCS CN Values used in Hydrologic Calculations
Cover SCS CN Value
Open 78.2
Wooded 74.9
Impervious 98.0
SOILS.xls
Soils
•
PRE-DEVELOPMENT HYDROLOGIC
CALCULATIONS
0

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SRF-05000
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SEARSTONE HYDROLOGIC CALCULATIONS JW Caldwell, PE
SRF-05000. Pre-Development. Sub-basin # 1 1/11/2006
LSCS CURVE NUMBERS
•
Cover Condition SCS CN Comments
Impervious 98 45% A, 45% B, 10% C Soils
Open 78.2 45% A, 45 % B, 10% C Soils
Wooded 74.9 45% A, 45% B, 10% C Soils
II. 'PRE-DEVELOPMENT'
A. Watershed Breakdown
Contributing Area SCS CN " -_
[acres] Comments
Off-site Open 78.20 2.43 Assume good condition
Off-site Water 100.00 0.00 -
Off-site Impervious 98.00 1.60 - -
Off-site Wooded 74.90 0.00 Assume good condition
On-site Open M
On-site Water 78.20
100.00 31.82
_ 1.52 _ Assume good condition
On-site Impervious
On-site Wooded 98.0__0--?
74.90 0.60
32.37 -
Assume good condition
Total area = 70.34 acres
0.1099 sq.mi.
Composite SCS CN = 78
% Impervious = 3.13%
• B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 50 ft Length = 1726 ft
Height = 1 ft Height = 78 ft
Slope = 0.0200 ft/ft Slope = 0.0452 ft/ft
Manning's n = 0.24 Dense grasses Paved ? = No
P (2-year/24-hour) = 3.61 inches (Wake County, NC) Velocity = 3.43 ft/sec
Segment Time = 7.72 minutes Segment Time = 8.39 minutes
Segment 3: Channel Flow
Length = 504 ft
Height = 8.25 ft
Slope = 0.0164 ft/ft
Manning's n = 0.0450
Cross-Sectional Flow Area = 12.25 sq. ft (Assume 3.5'x3.5' Channel)
Wetted Perimeter = 10.50 ft
Hydraulic Radius = 1.17 ft
Channel Velocity = 4.69 ft/s
Segment Time = 1.79 minutes
.7
Time of Concentration = 17.89 minutes
SCS Lag Time = 10.74 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.11 minutes (= 0.29*SCS Lag)
Pre-Development HEC-HMS Inputs.xls 1
SEARSTONE HYDROLOGIC CALCULATIONS JW Caldwell, PE
SRF-05000 Pre-Development: Sub-basin # 2 1/1112006
1. SCS CURVE NUMBERS
• Cover Condition SCS CN Comments
impervious 98 45% A, 45% B, 10% C Soils
Open 78.2 45% A, 45 % B, 10% C Soils
Wooded J 74.9 45% A, 45% B, 10% C Soils
II. PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area ---
CN _`a
[acres] Comments
Off-site Open 78.20 0.00 Assume good condition
Off-site Water 100.00 0.00
Off-site Impervious 98.00 0.00 -
Off-site Wooded 74.90 0.00 Assume good condition
On-site Open 78.20 0.84 Assume good condition
On-site Water 100.00 0.00
On-site Impervious 98.00 0.00 -
On-site Wooded 74.90 2.43 Assume good condition
Total area = 3.27 acres
0.0051 sq.mi.
Composite SCS CN = 76
% Impervious = 0.00%
• B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 50 ft Length = 491 ft
Height = 1 ft Height = 23 ft
Slope = 0.0200 ft/ft Slope = 0.0468 ft/ft
Manning's n = 0.24 Dense grasses Paved ? = No
P (2-year/24-hour) = 3.61 inches (Wake County, NC) Velocity = 149 ft/sec
Segment Time = 7.72 minutes
Segment Time = 2.34 minutes
Time of Concentration = 10.06 minutes
SCS Lag Time = 6.04 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.75 minutes (= 0.29*SCS Lag)

Pre-Development HEC-HMS Inputs.xis 2
SEARSTONE HYDROLOGIC CALCULATIONS JW Caldwell, PE
SRF-05000 Pre-Development: Sub-basin # 3 1/11/2006
• I. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 45% A, 45% B, 10% C Soils
Open _ 78.2 45% A, 45 % B, 10% C Soils
Wooded 74.9 459/6 A, 45% B, 10% C Soils
If. PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area
[acres] Comments
Off-site Open _78.20_ 0.00 Assume good condition
Off-site Water 100.00 0.00 ?-
Off-site Impervious 98.00 0.00 -
Off-site Wooded 74.90 0.00 Assume good condition
On-site_ Open
_ On-site Water _78.20 6
100.00 4.42
0.00 Assume good condition
-
On-site Impervious 98.00 0.02 - mm
On-site Wooded 74.90 0.00 Assume good condition
Total area = 4.44 acres
0.0069 sq.mi.
Composite SCS CN = 78
% Impervious = 0.45%
• B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 50 ft Length = 712 ft
Height = 0.25 ft Height = 30.25 ft
Slope = 0.0050 ft/ft Slope = 0.0425 ft/ft
Manning's n = 0.24 Dense grasses Paved ? = No
P (2-year/24-hour) = 3.61 inches (Wake County, NC) Velocity = 3.33 ft/sec
Segment Time = 13.44 minutes Segment Time = 3.57 minutes
Segment 3: Channel Flow
Length = 136 ft
Height = 10.5 ft
Slope = 0.0772 ft/ft
Manning's n = 0.0450
Cross-Sectional Flow Area = 2.25 sq. ft (Assume 1.5'x1.5' Channel)
Wetted Perimeter = 4.50 ft
Hydraulic Radius = 0.50 ft
Channel Velocity = 5.80 ft/s
Segment Time = 0.39 minutes
•
Time of Concentration = 17.39 minutes
SCS Lag Time = 10.44 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.03 minutes (= 0.29*SCS Lag)
Pre-Development HEC-HMS Inputs.xis 3
SEARSTONE HYDROLOGIC CALCULATIONS JW Caldwell, PE
SRF-05000 Pre-Development.' Sub-basin # 4 1111/2006
I. SCS CURVE NUMBERS
•
Cover Condition SCS CN Comments
Impervious 98 45% A, 45% B, 10% C Soils
Open 78.2 45% A, 45 % B, 10% C Soils
Wooded 74.9 450/6 A, 45% B, 10% C Soils
11. PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN - Comments
[acres]
-Off-site Open 78.20 0.00 Assume good condition
Off-site Water 100.00 0.00 -
Off-site Impervious 98.00 0.00 -
Off-site Wooded 74.90 0.00 Assume good condition
On-site Open 78.20 1.16 Assume good condition
On-site Water 100.00 0.00
On-site Impervious 98.00 0.11 -
On-site Wooded 74.90 0.00 Assume good condition
Total area = 1.27 acres
0.0020 sq.mi.
Composite SCS CN = 80
% Impervious = 8.66%
• B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 50 ft Length = 47 ft
Height = 0.5 ft Height = 1.5 ft
Slope = 0.0100 ft/ft Slope = 0.0319 ft/ft
Manning's n = 0.24 Dense grasses Paved ? = No
P (2-year/24-hour) = 3.61 inches (Wake County, NC) Velocity = 2.88 ft/sec
Segment Time = 10.18 minutes Segment Time = 0.27 minutes
•
Time of Concentration = 10.45 minutes
SCS Lag Time = 6.27 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.82 minutes (= 0.29*SCS Lag)
Pre-Development HEC-HMS Inputs.xls 4
Job File: X:\Projects\SRF\SRF-05000\Storm\SRF05000_PH 1-PRE.PPW
Rain Dir: X:\Projects\SRF\SRF-05000\Storm\
.7
is
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
Project Date: 1/11/2006
Project Engineer: John R. McAdams
Project Title: Searstone Phase 1
Project Comments:
•
SIN: 621701207003
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 3:29 PM
Date: 1/11/2006
•
•

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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000 PH 1-PRE.PPW

MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU Rainfall
Total
Depth Rainfall
Return Event
------------ in Type RNF ID

100-Yr ------
8.0000 ---------
Synthetic -------
Curve --------
TypeII --------
24hr
10-Yr 5.3800 Synthetic Curve TypeII 24hr
1-yr 3.0000 Synthetic Curve TypeII 24hr
50-yr 7.2100 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
•
Return HYG Vol
Node
----- ID
-------- Type
---- ---- Event
-- ac-ft Trun

SB
1
PRE
AREA ----
100 ---------- --
31.601
SB 1 PRE AREA 10 17.803
SB 1 PRE AREA 1 6.617
SB 1 PRE AREA 50 27.350
*SB 1 PRE JCT 100 31.601
*SB 1 PRE JCT 10 17.803
*SB 1 PRE JCT 1 6.617
*SB 1 PRE JCT 50 27.350
SB 2 PRE AREA 100 1.406
SB 2 PRE AREA 10 .777
SB 2 PRE AREA 1 .277
SB 2 PRE AREA 50 1.211
*SB 2 PRE JCT 100 1.406
*SB 2 PRE JCT 10 .777
*SB 2 PRE JCT 1 .277
*SB 2 PRE JCT 50 1.211
SB 3 PRE AREA 100 1.995
SB 3 PRE AREA 10 1.124
SB 3 PRE AREA 1 .418
SB 3 PRE AREA 50 1.726
*SB 3 PRE JCT 100 1.995
*SB 3 PRE JCT 10 1.124
*SB 3 PRE JCT 1 .418
*SB 3 PRE JCT 50 1.726
SB 4 PRE AREA 100 .595
SB 4 PRE AREA 10 .342
SB 4 PRE AREA 1 .132
SB 4 PRE AREA 50 .517
SIN: 6217012070C3
PondPack Ver. 8.0058
Max
Qpeak Qpeak Max WSEL Pond Storage
min
--------- cfs
-- ft ac-ft

723.00 ------
419.98 -------- ------------
725.00 239.76
725.00 87.55
725.00 364.77
723.00 419.98
725.00 239.76
725.00 87.55
725.00 364.77
719.00 22.80
719.00 12.72
721.00 4.43
719.00 19.72
719.00 22.80
719.00 12.72
721.00 4.43
719.00 19.72
723.00 26.83
724.00 15.28
724.00 5.54
723.00 23.30
723.00 26.83
724.00 15.28
724.00 5.54
723.00 23.30
719.00 9.46
719.00 5.51
720.00 2.14
719.00 8.26
The John R. McAdams Company
Time: 2:41 PM Date: 6/27/2007
•
•
•
Type .... Master Network Summary Page 1.02
Name .... Watershed
File .... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000 PH 1-PRE.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Metho d
(*Node=Outfall; +Node=Diversi on;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node
------ ID
---- Type Event ac-ft Trun
------- ---- ---- min cfs ft ac-ft

*SB 4
PRE -- ---------- -- --
JCT 100 .595 ------
719.00 - -------- --------
9.46 ------------
*SB 4 PRE JCT 10 .342 719.00 5.51
*SB 4 PRE JCT 1 .132 720.00 2.14
*SB 4 PRE JCT 50 .517 719.00 8.26
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 2:41 PM Date: 6/27/2007
•
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
0
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SEARSTONE- PHASE 1
SRF-05000
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a
SEARSTONE HYDROLOGIC CALCULATIONS J.C. Diaz, El
SRF-05000 Post-Development. Sub-basin # 1 - Bypass 1/28/2009
• 1. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
II. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area
acres Comments
Off-site Open 78 0.00 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 0.00 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 7.15 Assume good condition
On-site Water 100 0.00 -
On-site Impervious Phase 1 98 1.41 -
On-site Impervious Phase 2 98 0.26 -
On-site Impervious Phase 3 98 0.06 -
On-site Impervious Future 98 0.04 -
On-site Wooded 75 3.33 Assume good condition
•
Total area = 12.25 acres
0.0191 sq.mi.
Composite SCS CN = 80
% Impervious = 14.1 %
B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 50 ft Length = 391 ft
Height = 4 ft Height = 37 ft
Slope = 0.0800 ft/ft Slope = 0.0946 ft/ft
Manning's n = 0.24 Dense grasses Paved ? = No
P (2-year/24-hour) = 3.61 inches (Wake County, NC) Velocity = 4.96 ft/sec
Segment Time = 4.43 minutes Segment Time = 1.31 minutes
Segment 3: Channel Flow
Length = 2114 ft
Height = 7 ft
Slope = 0.0033 ft/ft
Manning's n = 0.0450
Cross-Sectional Flow Area = 12.25 sq. ft (Assume 3.5'x3.5' Channel)
Wetted Perimeter = 10.50 ft
Hydraulic Radius = 1.17 ft
Channel Velocity = 2.11 ft/s
0 Segment Time = 16.69 minutes
Post-Development HEC-HMS Inputs-MASTER
1 -Bypass
•
•
E
SEARSTONE HYDROLOGIC CALCULATIONS
SRF-05000 Post-Development: Sub-basin # 1 - Bypass
Time of Concentration = 22.43 minutes
SCS Lag Time = 13.46 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.90 minutes (= 0.29*SCS Lag)
J.C. Diaz, El
1/28/2009
Post-Development HEC-HMS Inputs-MASTER
1- Bypass
SEARSTONE HYDROLOGIC CALCULATIONS
SRF-05000 Post-Development: Sub-basin # 1 - To Pond #1-Upper
is 1. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
11. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS
CN Area
acres Comments
Off-site Open 78 0.00 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 0.00 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 0.00 Assume good condition
On-site Water 100 3.08 -
On-site Impervious Phase 1 98 0.00 -
On-site Impervious Phase 2 98 0.00 -
On-site Impervious Phase 3 98 0.00 -
On-site Wooded 75 0.00 Assume good condition
Total area = 3.08 acres
0.0048 sq.mi.
Composite SCS CN = 100
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
J.C. Diaz, El
1/28/2009
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
•
Post-Development HEC-HMS Inputs-MASTER 1 -To Pond #1-Upper
SEARSTONE HYDROLOGIC CALCULATIONS J.C. Diaz, El
SRF-05000 Post-Development: Sub-basin # 1 - To Pond #1-Lower 1/28/2009
is I. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
II. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS
CN Area
acres Comments
Off-site Open 78 0.00 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 0.00 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 2.64 Assume good condition
On-site Water 100 0.44 -
On-site Impervious Phase 1 98 4.36 -
On-site Impervious Phase 2 98 10.12 -
On-site Impervious Phase 3 98 1.31 -
On-site Wooded 75 0.00 Assume good condition

Total area = 18.87 acres
0.0295 sq.mi.
Composite SCS CN = 95
% Impervious = 83.7%
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
•
Post-Development HEC-HMS Inputs-MASTER
1 - To Pond #1-Lower
•
SEARSTONE HYDROLOGIC CALCULATIONS
SRF-05000 Post-Development: Sub-basin # 1 - To Dry Pond #2
1. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
IL POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS
CN Area
acres Comments
Off-site Open 78 0.00 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 0.00 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 5.05 Assume good condition
On-site Water 100 0.00 -
On-site Impervious Phase 1 98 10.12 -
On-site Impervious Phase 2 98 0.59 -
On-site Impervious Phase 3 98 0.00 -
On-site Impervious Future 98 3.66 -
On-site Wooded 75 0.00 Assume good condition
•
Total area = 19.42 acres
0.0303 sq.mi.
Composite SCS CN = 93
% Impervious = 55.1 %
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
J.C. Diaz, El
1/28/2009
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0 29*SCS Lag)
I']
Post-Development HEC-HMS Inputs-MASTER
1 - To Dry Pond #2
SEARSTONE HYDROLOGIC CALCULATIONS J.C. Diaz, El
SRF-05000 Post-Development: Sub-basin # 1 - To Dry Pond #3 1/28/2009
0 1. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
II. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS
CN Area
acres Comments
Off-site Open 78 2.47 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 1.82 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 5.89 Assume good condition
On-site Water 100 0.00 -
On-site Impervious Phase 1 98 1.04 -
On-site Impervious Phase 2 98 3.00 -
On-site Impervious Phase
3 98
_ 2.51 -
On-site Wooded 75 0.00 Assume good condition
Total area = 16.73 acres
0.0261 sq.mi.
• Composite SCS CN = 88
% Impervious = 50.0%
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
•
Post-Development HEC-HMS Inputs-MASTER 1 - To Dry Pond #3
SEARSTONE HYDROLOGIC CALCULATIONS J.C. Diaz, El
SRF-05000 Post-Development: Sub-basin # 1 - To Dry Pond #4 1/28/2009
0 h SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
II. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS
CN Area
acres Comments
Off-site Open 78 0.00 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 0.00 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 2.47 Assume good condition
On-site Water 100 0.00 -
On-site Impervious Phase 1 98 0.62 -
On-site Impervious Phase 2 98 0.00 -
On-site Impervious Phase 3 98 2.76 -
On-site Wooded 75 0.00 Assume good condition
Total area = 5.85 acres
0.0091 sq.mi.
Composite SCS CN = 90
% Impervious = 57.8%
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
E
Post-Development HEC-HMS Inputs-MASTER 1 - To Dry Pond #4
SEARSTONE HYDROLOGIC CALCULATIONS J.C. Diaz, El
SRF-05000 Post-Development: Sub-basin # 2 1/28/2009
• I. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
II. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area
acres . Comments
Off-site Open 78 0.00 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 0.00 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 0.63 Assume good condition
On-site Water 100 0.00 -
On-site Impervious 98 0.14 -
On-site Wooded 75 0.26 Assume good condition
•
Total area = 1.03 acres
0.0016 sq.mi.
Composite SCS CN = 80
% Impervious = 13.59%
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
•
Post-Development HEC-HMS Inputs-MASTER
2
SEARSTONE HYDROLOGIC CALCULATIONS J.C. Diaz, El
SRF-05000 Post-Development: Sub-basin # 3 1/28/2009
• I. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
II. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area
acres Comments
Off-site Open 78 0.00 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 0.00 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 1.02 Assume good condition
On-site Water 100 0.00 -
On-site Impervious 98 0.27 -
On-site Wooded 75 0.00 Assume good condition
Total area = 1.29 acres
0.0020 sq.mi.
Composite SCS CN = 82
•
% Impervious = 20.93%
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6" Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
•
Post-Development HEC-HMS Inputs-MASTER
3
SEARSTONE HYDROLOGIC CALCULATIONS J.C. Diaz, El
SRF-05000 Post-Development: Sub-basin # 4 1/28/2009
0 I. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 30.5% C, 69.5% D
Open 78 30.5% C, 69.5% D
Wooded 75 30.5% C, 69.5% D
II. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area
acres Comments
Off-site Open 78 0.00 Assume good condition
Off-site Water 100 0.00 -
Off-site Impervious 98 0.00 -
Off-site Wooded 75 0.00 Assume good condition
On-site Open 78 0.45 Assume good condition
On-site Water 100 0.00 -
On-site Impervious 98 0.07 -
On-site Wooded 75 0.00 Assume good condition
•
Total area = 0.52 acres
0.0008 sq.mi.
Composite SCS CN = 81
% Impervious = 13.46%
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6` Tc)
Time Increment = 0.87 minutes (= 0.29"SCS Lag)
•
Post-Development HEC-HMS Inputs-MASTER
4
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE 1.PPW
• Network Storm Collection: RDU Rainfall
Total
Depth Rainfall
Return Event
--- in Type
---------
100-Yr ------
8.0000 ----------------
Synthetic Curve
10-Yr 5.3800 Synthetic Curve
1-yr 3.0000 Synthetic Curve
50-yr 7.2100 Synthetic Curve
MASTER DESIGN STORM SUMMARY
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time =
-------------------- 1440.00
-------- min
---
RNF ID
TypeIl 24hr
TypeIi 24hr
TypeII 24hr
TypeIl 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak
Node ID ----- Type Event ac-ft Trun min
BYPASS-CREEK AREA 100 5.623 --727.00-
BYPASS-CREEK AREA 10 3.197 727.00
BYPASS-CREEK AREA 1 1.213 727.00
BYPASS-CREEK AREA 50 4.877 727.00
BYPASS-SITE AREA 100 11.995 723.00
BYPASS-SITE AREA 10 6.881 723.00
BYPASS-SITE AREA 1 2.666 724.00
BYPASS-SITE AREA 50 10.425 723.00
POND #1-LOWER POND 100 7.826 715.00
POND #1-LOWER POND 10 4.887 715.00
POND #1-LOWER POND 1 2.309 716.00
POND #1-LOWER POND 50 6.936 715.00
POND #1-LOWEROUT POND 100 7.803 720.00
POND #1-LOWEROUT POND 10 4.871 721.00
POND #1-LOWEROUT POND 1 2.302 722.00
POND #1-LOWEROUT POND 50 6.917 720.00
POND #1-UPPER POND 100 2.551 715.00
POND #1-UPPER POND 10 1.653 715.00
POND #1-UPPER POND 1 .844 715.00
POND #1-UPPER POND 50 2.280 715.00
•
Max
Qpeak Max WSEL Pond Storage
cfs ft
--- ------ ------
-- --
66.94
38.50
14.29
58.30
161.54
93.90
35.93
141.04
104.54
66.18
31.10
93.03
89.69
55.38
24.92
79.18
42.69
28.29
15.02
38.36
362.36 .596
361.99 .433
361.58 .253
362.25 .549
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 9:11 AM Date: 3/12/2008
•
Type.... Master Network Summary Page 2.02
Name.... Watershed
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE 1.PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time = 1440.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
E
Return HYG Vol
Node ID
-------------
---- Type Event ac-ft Trun

POND #1-UPPEROUT ----
POND ------
100 ----------
2.545
POND #1-UPPEROUT POND 10 1.646
POND #1-UPPEROUT POND 1 .847
POND #1-UPPEROUT POND 50 2.274
POND #2 IN POND 100 10.822
POND #2 IN POND 10 6.695
POND #2 IN POND 1 3.075
POND #2 IN POND 50 9.570
POND #2 OUT POND 100 10.288
POND #2 OUT POND 10 6.299
POND #2 OUT POND 1 2.918
POND #2 OUT POND 50 9.074
POND #3 IN POND 100 1.636
POND #3 IN POND 10 .980
POND #3 IN POND 1 .418
POND #3 IN POND 50 1.436
POND #3 OUT POND 100 1.629
POND #3 OUT POND 10 .977
POND #3 OUT POND 1 .417
POND #3 OUT POND 50 1.430
POND #4 IN POND 100 .713
POND #4 IN POND 10 .441
POND #4 IN POND 1 .203
POND #4 IN POND 50 .631
POND #4 OUT POND 100 .713
POND #4 OUT POND 10 .441
POND #4 OUT POND 1 .202
POND #4 OUT POND 50 .630
*SUBBASIN #1 JCT 100 38.052
*SUBBASIN #1 JCT 10 22.667
*SUBBASIN #1 JCT 1 9.718
*SUBBASIN #1 JCT 50 33.354
*SUBBASIN #2 JCT 100 .493
*SUBBASIN #2 JCT 10 .285
*SUBBASIN #2 JCT 1 .113
*SUBBASIN #2 JCT 50 .429
Max
Qpeak Qpeak Max WSEL Pond Storage
min
--------- cfs
------- ft ac-ft

724.00 -
17.11 --------
370.24 ------------
.775
724.00 10.13 370.16 .520
724.00 5.32 370.09 .273
724.00 14.62 370.22 .703
715.00 190.62
715.00 121.19
715.00 57.46
715.00 169.79
724.00 71.19 341.80 5.267
759.00 8.14 340.62 3.950
776.00 3.22 338.43 1.752
725.00 56.68 341.45 4.862
715.00 29.54
715.00 18.12
715.00 7.86
715.00 26.11
762.00 1.84 326.65 .899
757.00 1.16 325.75 .527
749.00 .72 324.83 .203
769.00 1.49 326.41 .795
715.00 12.56
715.00 7.99
715.00 3.79
715.00 11.19
729.00 1.97 322.16 .313
733.00 1.06 321.51 .195
727.00 .70 320.81 .085
730.00 1.52 321.99 .280
723.00 384.25
723.00 190.50
724.00 77.40
723.00 327.63
715.00 9.06
715.00 5.34
716.00 2.11
715.00 7.94
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 9:11 AM Date: 3/12/2008
0
•
•
Type.... Master Network Summary Page 2.03
Name.... Watershed
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE l.PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time = 1440.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak
Node ID
------------
---- Type
- ---- Event
----- ac-ft Trun min

*SUBBASIN #3
JCT -
100 ---------- --
.643 ---------
715.00
*SUBBASIN #3 JCT 10 .378 715.00
*SUBBASIN #3 JCT 1 .156 715.00
*SUBBASIN #3 JCT 50 .562 715.00
*SUBBASIN #4 JCT 100 .548 719.00
*SUBBASIN #4 JCT 10 .309 720.00
*SUBBASIN #4 JCT 1 .115 720.00
*SUBBASIN #4 JCT 50 .474 719.00
TO POND #1 AREA 100 5.287 715.00
TO POND #1 AREA 10 3.245 715.00
TO POND #1 AREA 1 1.464 715.00
TO POND #1 AREA 50 4.667 715.00
TO POND #2 AREA 100 10.822 715.00
TO POND #2 AREA 10 6.695 715.00
TO POND #2 AREA 1 3.075 715.00
TO POND #2 AREA 50 9.570 715.00
TO POND #3 AREA 100 1.636 715.00
TO POND #3 AREA 10 .980 715.00
TO POND #3 AREA 1 .418 715.00
TO POND #3 AREA 50 1.436 715.00
TO POND #4 AREA 100 .713 715.00
TO POND #4 AREA 10 .441 715.00
TO POND #4 AREA 1 .203 715.00
TO POND #4 AREA 50 .631 715.00
TO SUBBASIN #2 AREA 100 .493 715.00
TO SUBBASIN 42 AREA 10 .285 715.00
TO SUBBASIN #2 AREA 1 .113 716.00
TO SUBBASIN #2 AREA 50 .429 715.00
TO SUBBASIN #3 AREA 100 .643 715.00
TO SUBBASIN #3 AREA 10 .378 715.00
TO SUBBASIN #3 AREA 1 .156 715.00
TO SUBBASIN #3 AREA 50 .562 715.00
TO SUBBASIN #4 AREA 100 .548 719.00
TO SUBBASIN #4 AREA 10 .309 720.00
TO SUBBASIN #4 AREA 1 .115 720.00
TO SUBBASIN #4 AREA 50 .474 719.00
S/N: 6217012070C3
PondPack Ver. 8.0058
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
11.72
7.05
2.91
10.31
8.76
5.00
1.84
7.62
93.78
59.12
27.44
83.38
190.62
121.19
57.46
169.79
29.54
18.12
7.86
26.11
12.56
7.99
3.79
11.19
9.06
5.34
2.11
7.94
11.72
7.05
2.91
10.31
8.76
5.00
1.84
7.62
The John R. McAdams Company
Time: 9:11 AM Date: 3/12/2008
•
Type.... Master Network Summary Page 2.04
Name.... Watershed
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE I.PPW
-------------------------------
ICPM CALCULATION TOLERANCES .
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time = 1440.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
•
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
-------
-----
--- Type
---- Event
------ ac-ft Trun
---------- -- min cfs ft ac-ft

TO
UPPER
POND
#1
AREA
100
2.553 ---------
715.00 --------
42.69 -------- ------------
TO UPPER POND #1 AREA 10 1.655 715.00 28.29
TO UPPER POND #1 AREA 1 .845 715.00 15.02
TO UPPER POND #1 AREA 50 2.282 715.00 38.36
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 9:11 AM Date: 3/12/2008
•
PRELIMINARY POND 1 DESIGN
0
n
SEARSTONE- PHASE 1
SRF-05000
SEARSTONE Pond#l (Upper)
SRF-05000
Stage-Storage Function
•
Project Name: Searstone
Designer: J.C. Diaz, El
Job Number: SRF-05000
Date: 1/28/2009

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

370.0 0.0 134336
371.0 1.0 134336 134336 134336 134336 1.00
372.0 2.0 134336 134336 134336 268672 2.00
•
Storage vs. Stage
300000
250000 y = 134336x
RZ = 1
LL 200000
U
rn 150000
A
`o
100000
50000
0
0.0 0.5 1.0 1.5 2.0 2.5
Stage (feet)
Ks= 134336
b= 1
J.C. Diaz, El
1/28/2009
0
•
SEARSTONE
SRF-05000
S-S Function-P1(Upper)
Stage - Storage Function
Ks= 134336
b= 1
Zo = 370
•
Elevation Stora e
feet [cq [acre-feet]
370 0 0.000
370.2 26867 0.617
370.4 53734 1.234
370.6 80602 1.850
370.8 107469 2.467
371 134336 3.084
371.2 161203 3.701
371.4 188070 4.318
371.6 214938 4.934
371.8 241805 5.551
372 268672 6.168
J.C. Diaz, El
1/28/2009
•
•
Type.... Outlet Input Data Page 1.01
Name.... Pond #1-Upper
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 370.00 ft
Increment = .20 ft
Max. Elev.= 372.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Weir-Rectangular WE <---> TW 370.000 372.000
TW SETUP, DS Channel
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:24 AM Date: 1/28/2009
•
Type.... Outlet Input Data
Name.... Pond #1-Upper
Page 1.02
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WE
Weir-Rectangular
----------------
1
370.00 ft
46.67 ft
3.000000
Weir TW effects (Use adjustment equation)
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:24 AM Date: 1/28/2009
•
Type.... Composite Rating Curve
Name.... Pond #1-Upper
Page 1.03
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)

WS Elev, Total Q
Elev. Q
ft cfs
--------
370.00 -------
.00
370.20 12.52
370.40 35.42
370.60 65.07
370.80 100.18
371.00 140.01
371.20 184.05
371.40 231.93
371.60 283.36
371.80 338.11
372.00 396.01
SIN: 6217012070C3
PondPack Ver. 8.0058
------- Conver
TW Elev Error
ft +/-ft
------- -----
361.00 .000
361.00 .000
361.00 .000
361.00 .000
361.00 .000
361.00 .000
361.00 .000
361.00 .000
361.00 .000
361.00 .000
361.00 .000
Notes
4e -----------------------
Contributing Structures
------------------------
WE
WE
WE
WE
WE
WE
WE
WE
WE
WE
WE
The John R. McAdams Company
Time: 11:24 AM Date: 1/28/2009
SEARSTONE Pond#1(Lower) J.C. Diaz, PE
SRF-05000 10/21/2008
Stage-Storage Function
• Project Name: Searstone
Designer: J.C. Diaz, El
Job Number: SRF-05000
Date: 10/21/2008
Average. Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
361.0 0.0 19113
362.0 1.0 19113 19113 19113 19113 1.00
363.0 2.0 19113 19113 19113 38226 2.00
364.0 3.0 19113 19113 19113 57339 3.00
365.0 4.0 19113 19113 19113 76452 4.00
365.5 4.5 19114 19114 9557 86009 4.50
•
Storage vs. Stage
100000
90000
80000 y = 19113x'
70000 RZ = 1
60000
rn 50000
0 40000
30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 19113
b= 1
0
SEARSTONE S-S Function-P1(Lower) J.C. Diaz, El
SRF-05000 10/21/2008
• _> Stage - Storage Function
Ks= 19113
b= 1
Zo = 361
Elevation

361 0 0.000
361.2 3823 0.088
361.4 7645 0.176
361.6 11468 0.263
361.8 15290 0.351
362 19113 0.439
362.2 22936 0.527
362.4 26758 0.614
362.6 30581 0.702
362.8 34403 0.790
363 38226 0.878
363.2 42049 0.965
363.4 45871 1.053
363.6 49694 1.141
363.8 53516 1.229
364 57339 1.316
364.2 61162 1.404
364.4 64984 1.492
364.6 68807 1.580
364.8 72629 1.667
365 76452 1.755
365.2 80275 1.843
365.4 84097 1.931
365.5 86009 1.974
0
•
Type.... Outlet Input Data Page 1.01
Name.... Pond #1-Lower
File.... C:\Documents and Settings\diaz\Desktop\SRF05000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 361.00 ft
Increment = .20 ft
Max. Elev.= 365.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Stand Pipe RI ---> B1 361.750 365.500
Weir-Rectangular WE ---> B1 361.000 365.500
Culvert-Circular Bl ---> B2 359.500 365.500
Culvert-Circular B2 ---> TW 339.600 365.500
TW SETUP, DS Channel
•
is
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:11 PM Date: 10/21/2008
•
•
•
Type.... Outlet Input Data
Name.... Pond #1-Lower
Page 1.02
File.... C:\Documents and Settings\diaz\Desktop\SRF05000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type
-- = Stand Pipe
---------------
# of Openings -------------
= 1 ------
Invert Elev. = 361.75 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per
Barrel Length = .00 ft
Mannings n = .0000
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WE
Weir-Rectangular
----------------
1
361.00 ft
4.00 ft
3.000000
ft of full flow)
Weir TW effects (Use adjustment equation)
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:11 PM Date: 10/21/2008
Type.... Outlet Input Data Page 1.03
Name.... Pond #1-Lower
File.... C:\Documents and Settings\d iaz\Desktop\SRF05 000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz , EI
Project Title: Searstone
• Project Comments:
OUTLET STRUCTURE INPUT
DATA

Structure ID = Bl
Structure Type = Cu
---------------------- lvert-Circular
--------

No. Barrels =
1 ------
Barrel Diameter = 3.5000 ft
Upstream Invert = 354.50 ft
Dnstream Invert = 345.00 ft
Horiz. Length = 336.00 ft
Barrel Length = 336.13 ft
Barrel Slope = .02827 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .005885 (per ft of full.flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.146
T2 ratio (HW/D) = 1.293
Slope Factor = -.500
• Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 358.51 ft ---> Flow = 63.00 cfs
At T2 Elev = 359.02 ft ---> Flow = 72.00 cfs

S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:11 PM Date: 10/21/2008
•
Type.... Outlet Input Data
Name.... Pond #1-Lower
Page 1.04
File.... C:\Documents and Settings\diaz\Desktop\SRF05000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = B2
Structure Type
----------------- = Culvert-Circular
-
No. Barrels ------------
= 1 ------
Barrel Diameter = 3.5000 ft
Upstream Invert = 339.60 ft
Dnstream Invert = 336.00 ft
Horiz. Length = 72.09 ft
Barrel Length = 72.18 ft
Barrel Slope = .04994 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .005885
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.135
T2 ratio (HW/D) _ 1.282
Slope Factor = -.500
•
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At T1 Elev = 343.57 ft ---> Flow = 63.00 cfs
At T2 Elev 344.09 ft ---> Flow = 72.00 cfs
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:11 PM Date: 10/21/2008
•
Type.... Outlet Input Data
Name.... Pond #1-Lower
File.... C:\Documents and Settings\diaz\Deskt9p\SRF05000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
Page 1.05
OUTLET STRUCTURE INPUT DATA
Structure ID =.TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 2:11 PM
Date: 10/21/2008
Type.... Composite Rating Curve
Name.... Pond #1-Lower
Page 1.06
File.... C:\Documents and Settings\diaz\Desktop\SRF05000-MASTER.PPW
Title... Project Date: 2/26/2007
Project Engine er: J.C. Diaz, EI
Project Tit le: Searstone
Project Commen ts:
•
***** COMPOSITE OUTFL OW SUMMARY ** **
WS Elev, Total Q Notes
-------- -------- ----- --- Converge
-------------
---
---------
Elev. Q TW E lev Error
ft
-------- cfs
------- f
---- t +/-ft Contributing Str uctures

361.00
.00 -
Free --- ----- -
Outfall -------------
(no Q: RI,WE ------------
,B1,B2)
361.20 1.06 Free Outfall WE,B1,B2 (no Q: RI)
361.40 2.97 Free Outfall WE,B1,B2 (no Q: RI)
361.60 5.40 Free Outfall WE,B1,B2 (no Q: RI)
361.75 7.51 Free Outfall WE,Bl,B2 (no Q: RI)
361.80 8.88 Free Outfall RI,WE,B1,B2
362.00 18.47 Free Outfall RI,WE,B1,B2
362.20 31.89 Free Outfall RI,WE,B1,B2
362.40 48.11 Free Outfall RI,WE,B1,B2
362.60 66.65 Free Outfall RI,WE,B1,B2
362.80 87.21 Free Outfall RI,WE,B1,B2
363.00 106.93 Free Outfall RI,WE,B1,B2
363.20 122.05 Free Outfall RI,B1,B2 (no Q: WE)
363.40 123.93 Free Outfall RI,B1,B2 (no Q: WE)
363.60 125.80 Free Outfall RI,B1,B2 (no Q: WE)
363.80 127.64 Free Outfall RI,B1,B2 (no Q: WE)
364.00 129.44 Free Outfall RI,B1,B2 (no Q: WE)
364.20 131.23 Free Outfall RI,B1,B2 (no Q: WE)
364.40 132.99 Free Outfall RI,B1,B2 (no Q: WE)
364.60 134.73 Free Outfall RI,B1,B2 (no Q: WE)
364.80 136.45 Free Outfall RI,B1,B2 (no Q: WE)
365.00 138.14 Free outfall RI,B1,B2 (no Q: WE)
365.20 139.81 Free Outfall RI,B1,B2 (no Q: WE)
365.40 141.47 Free Outfall RI,B1,B2 (no Q: WE)
365.50 142.29 Free Outfall RI,B1,B2 (no Q: WE)
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:11 PM Date: 10/21/2008
SEARSTONE WATER QUALITY VOLUME DESIGN SHEET
SRF-05000 Pond #1 LS
J.C. Diaz, PE
10/21/2008
I`C l CULiT?ON OF DEPTfi REQUIRED IN SPTITRBOY F1T
Q= 7.34 cfs from PondPack Output
Size of orifice = 15 inches
Area of orifice (A) = 1.227 sq ft
Apply orifice equation => Q = CDA4(2gh)
Assume CD = 0.6
Driving head on orifice (h) = 1.54 ft
Invert of principal spillway pipe bypass = 339.80
Orifice centroid elevation = 338.26
Minimum invert of orifice= 337.63
the difference between the principal
spillway pipe invert and orifice centroid
elevation
Therefore, set invert to level spreader elevation = 337.60
and invert of bypass to elevation = 339.80
•
1 in runoff Pond #1 LS
SEARSTONE RISER ANTI-FLOATATION CALCULATIONS JW Caldwell, PE
SRF-05000 Pond 1 Lower 3/11/2008
C7
•
E
Unit Weight of Water (pcf) = 62.4
Unit Weight of Concrete (pcf) = 142
Riser Inside Diameter (ft) =
Riser Wall Thickness in =
Riser Top Elevation ft=
Riser Inside Bottom Elevation ft=
Outside Diamater of Barrel Pipe (in) =
Diameter of Orifice (in) =
Weight of Riser* (#) = 9890.38
Amount of Water Displaced by Riser Structure (cf) = 262.20
*Note: Does not include weight of trashrack or barrel pipe
RECTANGULAR ANTI-FLOAT BASE
Base Width & Length ft=
Base Thickness in = EM
Weight of Base (#) = 18176.00
Amount of Water Displaced by Base (cf) = 128.00

Weight of Water Displaced by Riser and Base (#) = 24348.67
Weight of Riser and Base (#) = 28066.38

FACTOR OF SAFETY AGAINST FLOATATION = 1.16
Riser Anti-Float Calcs.xls
Prepared by The John R. McAdams Company, Inc.
Pond l Lower
SEARSTONE
SRF-05000
Pond #1 Dissipator Calculations
. NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.

•
flow Q in cfs : 82.52
slope S in %: 5.77%
pipe diameter D in in.: 42
Manning number n : 0.013
Flow depth (ft) = 1.41
Outlet velocity (fps) = 22.65
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.50
Outlet velocity (fps) 22.65
Apron length (ft) 36.00
AVG DIAM STONE
(inches) CLASS
3 A
6 B
13 Bor1
o 23 2
THICKNESS
(inches)
9
22
22
27
J.C. Diaz, El
6/27/2007
CONCLUSION:
USE NCDOT CLASS `2' RIP RAP
421L a 201W x 27" THK
Riprap Pl.doc
Worksheet
Worksheet for Circular Channel
Project Description
•
Worksheet TO LS PIPE
Flow Element Circular Channel
Method Manning's
Formula
Solve For Channel Depth
Input Data
Mannings 0.013
Coefficient
Slope 0.010000 ft/ft
Diameter 15 in
Discharge 2.15 cfs
Results
Depth 0.50 ft
Flow Area 0.5 ft2
Wetted 1.70 ft
Perimeter
Top Width 1.22 ft
Critical Depth 0.59 ft
Percent Full 39.7 %
Critical Slope 0.005558 ft/ft
Velocity 4.73 ft/s
Velocity Head 0.35 ft
Specific 0.84 ft
Energy
• Froude 1.37
Number
Maximum 6.95 cfs
Discharge
Discharge Full 6.46 cfs
Slope Full 0.001108 ft/ft
Flow Type Supercritical
•
x:\...\design files\pond 1 lower splitter.fm2 The John R. McAdams Company, Inc. Project Engineer: JRM Employee
3/2/2006 9:47 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] FlowMaster v6.OPage I
•
PRELIMINAR Y DR Y DETENTION 2 DESIGN

0
SEARSTONE- PHASE 1
SRF-05000
SEARSTONE DryPond#2 TR McCormack
SRF-05000 3/15/2007
Stage-Storage Function
0 Project Name: Searstone
Designer: TR McCormack
Job Number: SRF-05000
Date: 3/15/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
336.0 0.0 20804
338.0 2.0 38982 29893 59786 59786 2.00
340.0 4.0 44763 41872 83744 143531 4.00
342.0 6.0 50774 47768 95536 239067 6.00
•
Storage vs. Stage
300000
250000
y = 24941x1.21118
200000
RZ = 1
m 150000
S
100000
50000
--
0-
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 24941
b = 1.2618
0
SEARSTONE STAGE-STORAGE FUNCTION TR McCormack
SRF-05000 S-S Function-DP2 3/15/2007
• _> Stage - Storage Function
Ks = 24941
b = 1.2618
Zo = 336
Elevation Stora e
[feet] [cf] [acre-feel
336 0 0.000
336.2 3273 0.075
336.4 7849 0.180
336.6 13091 0.301
336.8 18821 0.432
337 24941 0.573
337.2 31392 0.721
337.4 38133 0.875
337.6 45131 1.036
337.8 52362 1.202
338 59807 1.373
338.2 67450 1.548
338.4 75277 1.728
338.6 83277 1.912
338.8 91440 2.099
339 99757 2.290
339.2 108221 2.484
339.4 116825 2.682
339.6 125561 2.882
339.8 134426 3.086
. 340 143415 3.292
340.2 152521 3.501
340.4 161742 3.713
340.6 171073 3.927
340.8 180511 4.144
341 190053 4.363
341.2 199695 4.584
341.4 209435 4.808
341.6 219269 5.034
341.8 229196 5.262
342 239213 5.492
•
SEARSTONE WATER QUALITY VOLUME DESIGN SHEET I.C. Diaz, El
SRF-05000 Dry Pond #2 3/11/2008
L(U O? LZ ;FOIt 1T R: :
• The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve number
method. Impervious areas that directly enter the pond are counted as Directly Connected Impervious
Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas not directly connected
will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 10.32 acres
@ CN = 98
Other areas draining to pond (not DCIA) = 9.10 acres
@ CN = 78
Runoff from DCIAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume= 29629 CF
Runoff from non-connected areas =>
Precipitation amount = 1.0 inches
S= 2.821 inches (calculated)
Q* = 0.058 inches (calculated)
Runoff volume = 1927 CF
Therefore, total runoff from precipitation in question = 31,556 CF
• DE?TI1'- OR ?tiJ1 OTF STO
Total storage required for normal + storage pool = 31556 CF
Ks = 24941
b= 1.2618
Invert Elevation= 336
Stage (above invert) associated with this storage = 1.20 feet
Therefore, depth required above normal pool for stone storage = 1.20 feet
14.46 inches
Therefore set crest of principal spillway at stage = 1.20 feet
and EL = 337.20 feet
1 TER?1Ly1 12E L RED L VFL SP"ADF....... T,FIVGTh ID
e ?_. .__.. Q. _ _..._ .. ...
Size of orifice = 6 inches
Invert of orifice= 336
Orifice centroid elevation = 336.25
Driving head on orifice (h) = 0.95 feet the difference between the principal
spillway stage elevation and orifice
Apply orifice equation => Q= CDA4(2gh) centroid elevation
Assume CD = 0.6
Area of orifice (A) = 0.196 square feet
Q= 0.92 cfs
Using 13' per 1 cfs, level spreader length = 11.98 feet
• Therefore, level spreader required for 1" event = 13 feet
1 in runoff.xls Dry Pond #2
Job File: X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Rain Dir: X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\
JOB TITLE
•
C,

Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:37 AM Date: 6/26/2007
Table of Contents
•
•
Table of Contents
i
******************** OUTLET STRUCTURES *********************
Pond #2......... Outlet Input Data .................. 1.01
Individual Outlet Curves ........... 1.07
Composite Rating Curve ............. 1.17
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 11:37 AM
Date: 6/26/2007
C,
Type.... Outlet Input Data Page 1.01
Name.... Pond #2
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 336.00 ft
Increment = .20 ft
Max. Elev.= 342.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
•
<---> Forward and Reverse Both Allowed
Structure
----------------- - No.
--- Outfall E1, ft E2, ft

Orifice-Circular
1"
---> -------
S2 ---------
336.000 ---------
342.000
Culvert-Circular S2 ---> TW 336.000 342.000
Stand Pipe R2 ---> B2 340.500 342.000
Orifice-Circular 02 ---> B2 337.200 342.000
Culvert-Circular B2 ---> TW 336.000 342.000
TW SETUP, DS Channel
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 11:37 AM Date: 6/26/2007
Type.... Outlet Input Data
Name.... Pond #2
Page 1.02
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
•
OUTLET STRUCTURE INPUT DATA
Structure ID = 1"
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 336.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:37 AM Date: 6/26/2007
Type.... Outlet Input Data
Name.... Pond #2
is
Page 1.03
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = S2
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 336.00 ft
Dnstream Invert = 335.73 ft
Horiz. Length = 55.00 ft
Barrel Length = 55.00 ft
Barrel Slope = .00491 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
Kr = .5000
HW Convergence = .001
•
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ.
Use submerged inlet control Form 1 equ.
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
below T1 elev.
above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 337.74 ft ---> Flow = 7.58 cfs
At T2 Elev = 337.96 ft ---> Flow = 8.66 cfs
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 11:37 AM Date: 6/26/2007
•
Type.... Outlet Input Data
Name.... Pond #2
Page 1.04
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = R2
Structure Type
----------------- = Stand Pipe
----

# of openings ---------
= 1 ------
Invert Elev. = 340.50 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 02
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 337.20 ft
Diameter = .7500 ft
Orifice Coeff. _ .600
•
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 11:37 AM Date: 6/26/2007
•
Type.... Outlet Input Data
Name.... Pond 42
Page 1.05
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = B2
Structure Type
---------------- = Culvert-Ci rcular
-
No. Barrels -------------
= 1 ------
Barrel Diameter = 3.0000 ft
Upstream Invert = 336.00 ft
Dnstream Invert = 335.80 ft
Horiz. Length = 41.00 ft
Barrel Length = 41.00 ft
Barrel Slope = .00488 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
•
•
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 339.47 ft ---> Flow = 42.85 cfs
At T2 Elev = 339.91 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:37 AM Date: 6/26/2007
Type.... Outlet Input Data
Name.... Pond #2
•
Page 1.06
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
C7
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 11:37 AM
Date: 6/26/2007
Type.... Composite Rating Curve
Name.... Pond #2

E
Page 1.17
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
WS Elev, Total Q
Elev. Q
ft
-------- cfs

336.00 -------
.00
336.20 .08
336.40 .31
336.60 .44
336.80 .57
337.00 .69
337.20 .80
337.40 1.00
337.60 1.39
337.80 1.91
338.00 2.51
338.20 2.86
338.40 3.19
338.60 3.47
338.80 3.73
339.00 3.97
339.20 4.20
339.40 4.42
339.60 4.63
339.80 4.82
340.00 5.02
340.20 5.20
340.40 5.37
340.50 5.46
340.60 7.35
340.80 14.88
341.00 25.30
341.20 38.09
341.40 52.77
341.60 69.27
341.80 71.15
342.00 72.98
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
----- --- Converge ------------- --- --- ------
TW Elev Error
ft +/-ft
-------- ----- Contributing
-- Struct ures

Free
Outfall ------------
(no Q: 1",S2 ------
,R2,02 ------
,B2)
Free Outfall 1",S2 (no Q: R2,02 ,B2)
Free Outfall 1",S2 (no Q: R2,02 ,B2)
Free Outfall 1",S2 (no Q: R2,02 ,B2)
Free Outfall 1",S2 (no Q: R2,02 ,B2)
Free Outfall 1",S2 (no Q: R2,02 ,B2)
Free Outfall 1",S2 (no Q: R2,02 ,B2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",S2,02,B2 (no Q: R2)
Free Outfall 1",S2,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",S2,02,B2 (no Q: R2)
Free Outfall 1",S2,02,B2 (no Q: R2)
Free Outfall 1",S2,02,B2 (no Q: R2)
Free Outfall 1",52,02,B2 (no Q: R2)
Free Outfall 1",S2,R2,02,B 2
Free Outfall 1",S2,R2,02,B 2
Free Outfall 1",S2,R2,02,B 2
Free Outfall 1",S2,R2,02,B 2
Free Outfall 1",S2,R2,02,B 2
Free Outfall 1",S2,R2,B2 (no Q: 02)
Free Outfall 1",S2,R2,B2 (no Q: 02)
Free Outfall 1",S2,R2,B2 (no Q: 02)
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 11:37 AM Date: 6/26/2007
SEARSTONE RISER ANTI-FLOATATION CALCULATIONS
SRF-05000 Dry Detention 2
•
Riser Top Elevation (ft) _ No M?
Riser Inside Bottom Elevation (ft) _ HIMMEMN ,
Diameter of Orifice (in) = Cj
Volume of Trashrack* (cf) = 4 )
Weight of Riser** (#) = 6757.70
Amount of Water Displaced by Riser Structure (cf) = 297.17
*Note: Assuming trashrack is 100% clogged
*"Note: Does not include weight of trashrack or barrel pipe
RECTANGULAR ANTI-FLOAT BASE
Base Width & Length (ft) = II 'A
Base Thickness (in) =
Weight of Base (#) = 35500.00
Amount of Water Displaced by Base (cf) = 250.00
Weight of Water Displaced by Riser and Base (#) = 34143.11
Weight of Riser and Base (#) = 42257.70
• FACTOR OF SAFETY AGAINST FLOATATION = 1.24
0
Riser Anti-Float Calcs.xls Prepared by The John R. McAdams Company, Inc.
J.C. Diaz, El
6/27/2007
Dry Detention 2
Unit Weight of Water (pcf) = 62.4
Unit Weight of Concrete (pcf) = 142
SEARSTONE
SRF-05000
Anti-Seen Collar Design Sheet
•
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
JW Caldwell, PE
1/12/2006
Flow Length
along barrel Min. Calc'd # Max. # of Use
Pond through embankment Projection of collars Spacing ;collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
DD2 52.0 2.00 1.95 17.3 2.00 15 YES
•

•
Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
antiseep collars.xls Dry Detention 2
SEARSTONE
SRF-05000
Anti-Seen Collar Design Sheet
•
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
JW Caldwell, PE
6/27/2007
Flow Length
along barrel Min. Calc'd # Max.'
Pond through embankment Projection of collars Spacing Spacing
ID (feet) (feet) required (feet) OK?
DD31 50.0 2.001 1.881 17.3 _ YES
• Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•
antiseep collars.xls Dry Detention 2 - 18"
C
•
1?
SEARSTONE
SRF-05000
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.00
Outlet velocity (fps) 4.47
Apron length (ft) 18.00
AVG DIAM
(inches)
3
» 6
13
23
STONE THICKNESS
CLASS (inches)
A 9
B 22
B or 1 22
2 27
-- Dissipator, Pipe or Quit (D P or Q) --
Riprap Apron Calculations
Dry Detention Basin 2
TR McCormack
9/8/2006
•
PRELIMINAR Y DR Y DETENTION BASIN #3
DESIGN
0
0
SEARSTONE- PHASE 1
SRF-05000
SEARSTONE DryPond#3
SRF-05000
Stage-Storage Function
• Project Name: Searstone
Designer: J.C. Diaz, EI
Job Number: SRF-05000
Date: 3/11/2008

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

324.0 0.0 11697
326.0 2.0 16049 13873 27746 27746 2.03
328.0 4.0 20628 18339 36677 64423 3.91
330.0 6.0 25433 23031 46061 110484 5.94
332.0 8.0 30464 27949 55897 166381 8.17
•
Storage vs. Stage
180000
160000
y = 11169x1.286
140000 RZ = 0.998
120000
LL

100000

10 80000
`
o
60000
40000
20000
0

0.0 2.0 4.0 6.0 8.0 10.0
Stage (feet)
Ks= 11169
b = 1.286
J.C. Diaz, EI
3/11/2008
0
SEARSTONE S-S Function-DP3 J.C. Diaz, El
SRF-05000 3/11/2008
Stage - Storage Function
• Ks= 11169
b = 1.286
Zo = 324
Elevation
324 0 0.000
324.2 _ 1410 0.032
324.4 3438 0.079
324.6 5791 0.133
324.8 8383 0.192
325 11169 0.256
325.2 14120 0.324
325.4 17216 0.395
325.6 20441 0.469
325.8 23785 0.546
326 27236 0.625
326.2 30787 0.707
326.4 34432 0.790
326.6 38165 0.876
326.8 41982 0.964
327 45877 1.053
327.2 49847 1.144
327.4 53889 1.237
327.6 57999 1.331
327.8 62175 1.427
328 66415 1.525
• 328.2 70715 1.623
328.4 75075 1.723
328.6 79492 1.825
328.8 83963 1.928
329 88489 2.031
329.2 93067 2.137
329.4 97695 2.243
329.6 102373 2.350
329.8 107098 2.459
330 111871 2.568
330.2 116689 2.679
330.4 121552 2.790
330.6 126458 2.903
330.8 131408 3.017
331 136399 3.131
331.2 141431 3.247
331.4 146503 3.363
331.6 151614 3.481
331.8 156765 3.599
332 161953 3.718
0
SEARSTONE WATER QUALITY VOLUME DESIGN SHEET J.C. Diaz, EI
SRF-05000 Dry Pond #3 3/11/2008
• The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve number
method. Impervious areas that directly enter the pond are counted as Directly Connected Impervious
Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas not directly connected
will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 1.04 acres
@ CN = 98
Other areas draining to pond (not DCIA) = 2.12 acres
@ CN = 78
Runoff from DCfAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 2986 CF
Runoff from non-connected areas =>
Precipitation amount = 1.0 inches
S= 2.821 inches (calculated)
Q* = 0.058 inches (calculated)
Runoff volume= 449 CF
Therefore, total runoff from precipitation in question = 3,435 CF
• 4'-? ?.Ulr'Q?;???I1Y01?_ R LJl
Total storage required for normal + storage pool = 3435 CF
Ks= 11169
b = 1.286
Invert Elevation= 324
Stage (above invert) associated with this storage = 0.40 feet
1 Therefore, depth required above normal pool for storm storage = 0.40 feet
4.80 inches
Therefore set crest of principal spillway at stage = 2.20 feet
and EL = 326.20 feet
IU{AFTERs11r1L.R??'tf VF ;SPRF?XDER C E YG:CFI_ ?? ? , ` ?:
Size of orifice = 6 inches
Invert of orifice= 324
Orifice centroid elevation = 324.25
Driving head on orifice (h) = 1.95 feet the difference between the principal
spillway stage elevation and orifice
Apply orifice equation => Q = CDAq(2gh) centroid elevation
Assume CD = 0.6
Area of orifice (A) = 0.196 square feet
Q= 1.32 cfs
Using 13' per 1 cfs, level spreader length = 17.16 feet
• Therefore, level spreader required for 1" event= 18 feet
1 in runoff.xls Dry Pond #3
Type.... Outlet Input Data Page 1.35
Name.... Pond #3
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE 1.PPW
REQUESTED POND WS ELEVATIONS:
C?
Min. Elev.= 324.00 ft
Increment = .20 ft
Max. Elev.= 332.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure
--------------- No. Outfall E1, ft E2, ft
--
Orifice-Circular ----
1" -------
---> TW ---------
324.000 ---------
332.000
Stand Pipe. R3 ---> B3 328.500 332.000
Orifice-Circular 03 ---> B3 326.200 332.000
Culvert-Circular B3 ---> TW 324.000 332.000
TW SETUP, DS Channel

SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:40 PM Date: 3/11/2008
Type.... Outlet Input Data
Name.... Pond #3
Page 1.36
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE 1.PPW
OUTLET STRUCTURE INPUT DATA
•
Structure ID = 1"
Structure Type
----------------- = Orifice-Circular
-------------------
# of Openings = 1
Invert Elev. = 324.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
Structure ID = R3
Structure Type
----------------- = Stand Pipe
-----------
-

# of Openings -
------
= 1
Invert Elev. = 328.50 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 03
Structure Type
----------------- = Orifice-Circular
-------

# of Openings ------------
= 1
• Invert Elev. 326.20 ft
Diameter .5000 ft
Orifice Coeff. _ .600
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:40 PM Date: 3/11/2008
Type.... Outlet Input Data
Name.... Pond #3
Page 1.37
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE 1.PPW
OUTLET STRUCTURE INPUT DATA
•
Structure ID = B3
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 324.00 ft
Dnstream Invert = 323.50 ft
Horiz. Length = 50.00 ft
Barrel Length = 50.00 ft
Barrel Slope = .01000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.302
Slope Factor = -.500
•
Use unsubmerged inlet control Form 1 equ. below TI elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2... .
At T1 Elev = 327.47 ft ---> Flow = 42.85 cfs
At T2 Elev = 327.91 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 5:40 PM Date: 3/11/2008
Type.... Composite Rating Curve
Name.... Pond #3
Page 1.38
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE 1.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
• WS Elev,
-------- Total Q
--------
Elev. Q
ft
---- cfs
----
324.00 -------
.00
324.20 .09
324.40 .31
324.60 .56
324.80 .70
325.00 .82
325.20 .92
325.40 1.01
325.60 1.10
325.80 1.18
326.00 1.25
326.20 1.32
326.40 1.47
326.60 1.76
326.80 2.07
327.00 2.27
327.20 2.44
327.40 2.60
327.60 2.74
327.80 2.88
328.00 3.01
328.20 3.13
328.40 3.24
328.50 3.30
328.60 5.15
328.80 12.76
329.00 23.56
329.20 36.58
329.40 51.55
329.60 67.82
• 329.80 71.34
330.00 73.17
330.20 74.96
330.40 76.71
330.60 78.41
330.80 80.08
331.00 81.73
331.20 83.33
•
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: 1",R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3,03,B3)
1" (no Q: R3, 03, B3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
1",03,B3 (no Q: R3)
103, B3 (no Q: R3)
103, B3 (no Q: R3)
1",R3,03,B3
1", R3, 03, B3
1", R3, 03, B3
1", R3, 03, B3
1", R3, 03, B3
1", R3, B3 (no Q: 03)
1", R3, B3 (no Q: 03)
1", R3, B3 (no Q: 03)
1",R3,B3 (no Q: 03)
1",R3,B3 (no Q: 03)
1",R3,B3 (no Q: 03)
1",R3,B3 (no Q: 03)
1",R3,B3 (no Q: 03)
1",R3,B3 (no Q: 03)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:40 PM Date: 3/11/2008
Type.... Composite Rating Curve
Name.... Pond #3
Page 1.39
File.... X:\Projects\SRF\SRF-05000\Storm\Construction Drawings\PondPack\SRF05000-PHASE 1.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
• --Elev,
- -Total -Q
Elev. Q
ft cfs
--------
331.40 -------
84.90
331.60 86.45
331.80 87.96
332.00 89.46
•
•
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall 111,R3,B3 (no Q: 03)
Free Outfall 1",R3,B3 (no Q: 03)
Free Outfall 1",R3,B3 (no Q: 03)
Free Outfall 1",R3,B3 (no Q: 03)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:40 PM Date: 3/11/2008
SEARSTONE RISER ANTI-FLOATATION CALCULATIONS
SRF-05000 Dry Detention 3
• Unit Weight of Water (pcf) = 62.4
Unit Weight of Concrete (pct) = 142
Riser Wall Thickness (in) = MWERIMMN'
Outside Diamater of Barrel Pipe in = 5
Diameter of Orifice (in) = W15'01'
Volume of Trashrack* (cf) Weight of Riser** (#) = 6757.70
Amount of Water Displaced by Riser Structure (cf) = 297.17
*Note: Assuming trashrack is 100% clogged
**Note: Does not include weight of trashrack or barrel pipe
RECTANGULAR ANTI-FLOAT BASE
Base Width & Length (ft) _ ,.: 00
Base Thickness (in) = _ _ 0
Weight of Base (#) = 35500.00
Amount of Water Displaced by Base (cf) = 250.00

Weight of Water Displaced by Riser and Base (#) = 34143.11
Weight of Riser and Base (#) = 42257.70

FACTOR OF SAFETY AGAINST FLOATATION = 1.24
0
•
OK
J.C. Diaz, El
3/11/2008
Riser Anti-Float Calcs.xls Prepared by The John R. McAdams Company, Inc. Dry Detention 3
SEARSTONE JW Caldwell, PE
SRF-05000 3/11/2008
Anti-Seep Collar Design Sheet
C
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
Flow Length
along barrel Min. Calc'd # Max.
Pond through embankment Projection of collars Spacing Spacing
ID (feet) (feet) required (feet) OK?

DD3 50.0 2.00 1.88 17.3 YES
• Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•
antiseep collars.xls Dry Detention 3-36"
SEARSTONE
SRF-05000
Anti-Seep Collar Design Sheet
• This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
JW Caldwell, PE
6/27/2007
Flow Length
along barrel Min. Calc'd # Max.
Pond through embankment Projection of collars Spacing Spacing
ID (feet) (feet) required (feet) OK?
DD31 50.01 2.001 1.881 17.3 AYES
. Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•
antiseep collars.xls Dry Detention 3 - 18"
SEARSTONE J.C. Diaz, El
SRF-05000 3/11/2008
Dry Detention Pond #3 Dissipator Calculations
• NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 62.35 Flow depth (ft) = 3.00
slope S in %: 0.50% Outlet velocity (fps) = 8.821
pipe diameter D in in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.00
Outlet velocity (fps) 8.82
Apron length (ft) 18.00
AVG DIAM STONE THICKNESS
•
(inches) CLASS (inches)
3 A 9
» 6 B 22
13 B or l 22
23 2 27
CALCULATION:
Minimum TW.Conditions: W = Do + La
=3'+18'
=21 ft

CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
18'L x 21'W x 22" THK
Riprap DD3.doc
•
PRELIMINAR Y DR Y DETENTION BASIN #4
DESIGN

0
SEARSTONE- PHASE 1
SRF-05000
SEARSTONE DryPond#4 J.C. Diaz, El
SRF-05000 6/27/2007
Stage-Storage Function
Project Name: Searstone
Designer: J.C. Diaz, El
Job Number: SRF-05000
Date: 6/27/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
320.0 0.0 4928
322.0 2.0 7484 6206 12412 12412 2.01
324.0 4.0 10265 8875 17749 30161 3.93
326.0 6.0 13272 11769 23537 53698 6.07
•
Storage vs. Stage
60000
50000 3276
y = 4902.4x'
40000 R2 = 0.9992
v
30000
--
0
CO 20000
10000
--
0- i
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 4902.4
b = 1.3276
0
SEARSTONE S-S Function-DP4 J.C. Diaz, El
SRF-05000 6/27/2007
Stage - Storage Function
• Ks = 4902.4
b = 1.3276
Zo = 320
Elevation Stora e
[feet] [cfI [acre-fe
320 0 0.000
320.2 579 0.013
320.4 1452 0.033
320.6 2488 0.057
320.8 3645 0.084
321 4902 0.113
321.2 6245 0.143
321.4 7663 0.176
321.6 9150 0.210
321.8 10698 0.246
322 12304 0.282
322.2 13964 0.321
322.4 15674 0.360
322.6 17431 0.400
322.8 19233 0.442
323 21078 0.484
323.2 22964 0.527
323.4 24889 0.571
323.6 26851 0.616
323.8 28849 0.662
324 30882 0.709
• 324.2 32948 0.756
324.4 35047 0.805
324.6 37178 0.853
324.8 39339 0.903
325 41530 0.953
325.2 43750 1.004
325.4 45998 1.056
325.6 48273 1.108
325.8 50575 1.161
326 52903 1.214

SEARSTONE WATER QUALITY VOLUME DESIGN SHEET
SRF-05000 Dry Pond #4
:,CLCULA a?VOLLIMEWA'ItQi)A1:'._:!...;:.?e?t w
• The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve number
method. Impervious areas that directly enter the pond are counted as Directly Connected Impervious
Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas not directly connected
will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 0.73 acres
@ CN = 98
Other areas draining to pond (not DCIA) = 0.55 acres
@ CN = 78
Runoff from DCfAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume= 2096 CF
Runoff from non-connected areas
Precipitation amount = 1.0 inches
S= 2.821 inches (calculated)
Q* = 0.058 inches (calculated)
Runoff volume = 116 CF
•
Therefore, total runoff from precipitation in question = 2,212 CF
?I;: c,ai;cv???[.Pv?,??22??i>~ 1r?,Eno?`RI??1.os?oR??GF'r?o>? ??o'.?o.'?.?' . t
Total storage required for normal + storage pool = 2212 CF
Ks = 4902.4
b= 1.3276
Invert Elevation= 320
Stage (above invert) associated with this storage = 0.55 feet
1 Therefore, depth required above normal pool for storm storage = 0.55 feet
6.59 inches
Therefore set crest of principal spillway at stage = 1.70 feet
and EL = 321.70 feet
II,_ nETERML'VE REQUIRED 1_.F?VEL SPRF` 1i1ER T `F.NGTIT ,; , , ,-i. ? 'P• ,? `l ' ° a : `'? '? 1?,? ti `;?,r ':?
Size of orifice = 6 inches
Invert of orifice= 320
Orifice centroid elevation = 320.25
Driving head on orifice (h) = 1.45 feet the difference between the principal
spillway stage elevation and orifice
Apply orifice equation => Q = CDA4(2gh) centroid elevation
Assume CD = 0.6
Area of orifice (A) = 0.196 square feet
Q = 1.14 cfs
•
tin runoff.xls
Using 13' per I cfs, level spreader length = 14.80 feet
Therefore, level spreader required for I" event = 15 feet
J.C. Diaz, El
3/11/2008
Dry Pond #4
Job File: X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Rain Dir: X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\
•
•
•
--------------------------
--------------------------
JOB TITLE
Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 10:55 AM Date: 6/27/2007
Table of Contents
l
Table of Contents
•

is
******************** OUTLET STRUCTURES *********************
Pond #4......... Outlet Input Data .................. 1.01
Individual Outlet Curves ........... 1.07
Composite Rating Curve ............. 1.21
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:55 AM Date: 6/27/2007
•
Type.... Outlet Input Data Page 1.01
Name.... Pond #4
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 320.00 ft
Increment = .20 ft
Max. Elev.= 326.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure
----------------- No.
---- Outfall
------- El, ft
--------- E2, ft
--------

Orifice-Circular
04
--->
TW
321.700 -
326.000
Orifice-Circular 1" ---> S4 320.000 326.000
Culvert-Circular S4 ---> TW 320.000 326.000
Stand Pipe R4 ---> B4 324.500 326.000
Culvert-Circular B4 ---> TW 320.000 326.000
TW SETUP, DS Channel
•
r?
u
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:55 AM Date: 6/27/2007
Type.... Outlet Input Data
Name.... Pond #4
Page 1.02
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
•
OUTLET STRUCTURE INPUT DATA
Structure ID = 04
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 321.70 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
Structure ID = 1"
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 320.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
•
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 10:55 AM Date: 6/27/2007

Type.... Outlet Input Data
Name.... Pond #4
Page 1.03
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = S4
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 320.00 ft
Dnstream Invert = 319.50 ft
Horiz. Length = 50.00 ft
Barrel Length = 50.00 ft
Barrel Slope = .01000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.302
Slope Factor = -.500
•
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 321.73 ft ---> Flow = 7.58 cfs
At T2 Elev = 321.95 ft ---> Flow = 8.66 cfs
•
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 10:55 AM
Date: 6/27/2007
Type.... Outlet Input Data
Name.... Pond 44
Page 1.04
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000 PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
• OUTLET STRUCTURE INPUT DATA

Structure ID = R4
Structure Type = Stand Pipe
----------
--------------------
# of Openings = 1 ------
Invert Elev. = 324.50 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
is
•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:55 AM Date: 6/27/2007

•

Type.... Outlet Input Data Page 1.05
Name.... Pond #4
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = B4
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 320.00 ft
Dnstream Invert = 319.95 ft
Horiz. Length = 50.00 ft
Barrel Length = 50.00 ft
Barrel Slope = .00100 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .007228 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.160
T2 ratio (HW/D) = 1.306
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 323.48 ft ---> Flow = 42.85 cfs
At T2 Elev = 323.92 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 10:55 AM
Date: 6/27/2007
•
Type.... Outlet Input Data
Name.... Pond #4
Page 1.06
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
C7
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:55 AM Date: 6/27/2007
•
•
•
Type.... Composite Rating Curve
Name.... Pond #4
Page 1.21
File.... X:\Projects\SRF\SRF-05000\Storm\Design Files\PondPack Files\SRF05000_PH 1-POST.PPW
Title... Project Date: 2/26/2007
Project Engineer: J.C. Diaz, EI
Project Title: Searstone
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
320.00 -------
.00
320.20 .08
320.40 .31
320.60 .45
320.80 .58
321.00 .69
321.20 .79
321.40 .88
321.60 .96
321.70 1.01
321.80 1.07
322.00 1.31
322.20 1.66
322.40 1.89
322.60 2.08
322.80 2.25
323.00 2.40
323.20 2.55
323.40 2.68
323.60 2.81
323.80 2.94
324.00 3.06
324.20 3.17
324.40 3.28
324.50 3.33
324.60 5.17
324.80 12.78
325.00 23.58
325.20 36.80
325.40 52.06
325.60 71.01
325.80 72.95
326.00 74.83
SIN: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
----- --- Converge ----- --------- -----------
TW Elev Error
ft +/-ft
-------- ----- Contr
- ibuting Structures

Free
Outfall -----
(no ---------
Q: 04,1", -----------
S4,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 1",S4 (no Q: 04,R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4 (no Q: R4,B4)
Free Outfall 04,1" ,S4,R4,B4
Free Outfall 04,1" ,S4,R4,B4
Free Outfall 04,1" ,S4,R4,B4
Free Outfall 04,1" ,S4,R4,B4
Free Outfall 04,1" ,S4,R4,B4
Free Outfall 04,1" ,S4,R4,B4
Free Outfall 04,1" ,S4,R4,B4
Free Outfall 04,1" ,S4,R4,B4
The John R. McAdams Company
Time: 10:55 AM Date: 6/27/2007
SEARSTONE RISER ANTI-FLOATATION CALCULATIONS
SRF-05000 Dry Detention 4
•
Riser Inside Diameter ft= 00
Riser Wall Thickness in = (3
Riser To Elevation (ft) = 55
Riser Inside Bottom Elevation (ft)
Outside Diamater of Barrel Pipe in =
Diameter of Orifice (in) _ 0,
Volume of Trashrack* cf) = '64
Weight of Riser** (#) = 6757.70
Amount of Water Displaced by Riser Structure (cf) = 297.17
*Note: Assuming trashrack is 100% clogged
**Note: Does not include weight of trashrack or barrel pipe
RECTANGULAR ANTI-FLOAT BASE
Base Width & Length (ft) = '.DOS
Base Thickness (in) = OC
Weight of Base (#) = 35500.00
Amount of Water Displaced by Base (cfl = 250.00
Weight of Water Displaced by Riser and Base (#) = 34143.11
Weight of Riser and Base (#) = 42257.70
is FACTOR OF SAFETY AGAINST FLOATATION = 1.24
E
Unit Weight of Water (pcf) = 62.4
Unit Weight of Concrete (pcf) = 142
Riser Anti-Float Calcs.xls
Prepared by The John R. McAdams Company, Inc
J.C. Diaz, El
6/27/2007
Dry Detention 4
SEARSTONE JW Caldwell, PE
SRF-05000 6/27/2007
Anti-Seep Collar Design Sheet
•
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
Flow Length
along barrel Min. Cal" # Max.
Pond through embankment Projection of collars Spacing Spacing
ID (feet) (feet) required (feet) OK?
DD4 50.0 2.00 1.88 17.3 YES
• Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•
antiseep collars.xls Dry Detention 4
SEARSTONE
SRF-05000
•
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
Flow Length
along barrel Min. Cale'd # Max.
Pond through embankment Projection of collars Spacing
1D (feet) (feet) rennired (feetl
DD31 50.0 2.001 1.881 17.3
• Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
1r
u
antiseep collars.xls
JW Caldwell, PE
6/27/2007
Spacing
OK?
YES
Dry Detention 4 - 18"
SEARSTONE
SRF-05000
Dry Detention Pond #4 Dissipator Calculations
• NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 12.85 Flow depth (ft) = 1.07
slope S in %: 0.50% Outlet velocity (fps) = 5.681
pipe diameter D in in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.00
Outlet velocity (fps) 5.68
Apron length (ft) 18.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
o 6 B 22
13 B or 1 22
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
3'+18'
=21ft
u
CONCLUSION:
USE NCDOT CLASS W RIP RAP
18'L a 21'W a 22" THK
J.C. Diaz, EI
6/26/2007
Riprap DD4.doc
•
PRELIMINARY NITROGEN EXPORT
CALCULATIONS
0
0
SEARSTONE- PHASE 1
SRF-05000
SEARSTONE POST-DEVELOPMENT TN-EXPORT CALCULATIONS I.C. Diaz, El
SRF-05000 Preliminaryfor Entire Project 1/28/2009
METHOD 2:
. Quantifying TN Export from Residentail /Industrial /Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the urea for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the IN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column (4) by the total area at the bottom of Column (2).
(1) (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
[acres] (lbs/ac/ r) (lbs/yr)
Permanently protected undisturbed

g pen ace (forest, unmown meadow 3.59 0.6 2.15
Permanently protected managed

open ace (grass, landscaping, etc. 25.30 1.2 30.4
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 42.34 21.2 897.6
areas, etc.
Water (does not contribute to Nitrogen loading) 3.52
TOTAL 74.75 930.12
Total TN Export = 12.44 lbs/ac/yr
% impervious = 56.6%
Total Site Area = 74.75 ac
Total N Export From Total Site Area Before Treatment = 930.12 lbs/yr
Pond 1 Removal Efficiency = 0.00 %
Level Spreader Through 50' Buffer Removal Efficiency = 20.00 %
Composite Removal Efficiency = 20.00 %
Pond 1 DA Open Space = 3.08 ac
Pond 1 DA Impervious Area = 15.79 ac
Pond 1 Total N Load Before Treatment = 338.44 Ibs/yr
Pond 1 N Removal = 67.69 lbs/yr
Dry Detention Basin 2 Removal Efficiency = 10.00 %
Level Spreader Through 50' Buffer Removal Efficiency = 20.00 %
Composite Removal Efficiency = 28.00 %
Dry Detention 2 DA Open Space = 5.05 ac
Dry Detention 2 DA Impervious Area = 14.37 ac
Dry Detention 2 Total N Load Before Treatment = 310.70 lbs/yr
Dry Detention 2 N Removal = 87.00 lbs/yr
Dry Detention Basin 3 Removal Efficiency = 10.00 %
Level Spreader Through 50' Buffer Removal Efficiency = 20.00 %
Composite Removal Efficiency = 28.00 %
Dry Detention 3 DA Open Space = 5.89 ac
Dry Detention 3 DA Impervious Area = 6.55 ac
Dry Detention 3 Total N Load Before Treatment = 145.93 Ibs/yr
Dry Detention 3 N Removal = 40.86 lbs/yr
Dry Detention Basin 4 Removal Efficiency = 10.00 %
Level Spreader Through 50' Buffer Removal Efficiency = 20.00 %
Composite Removal Efficiency = 28.00 %
Dry Detention 4 DA Open Space = 2.47 ac
Dry Detention 4 DA Impervious Area = 3.38 ac
Dry Detention 4 Total N Load Before Treatment = 74.62 Ibs/yr
Dry Detention 4 N Removal = 20.89 lbs/yr
Total N Export After Treatment = 713.68 lbs/yr
Total N Export = 9.55 lbs/ac/yr
Max. Allowable Export w/o Buy Down Payment = 3.6 lbs/ac/yr
N Export Buy Down Amount = 5.95 Ibs/ac/yr

Off set Fee = $885050.5 .50 per lb
er lb
$378,117.54
N Calcs
MASTER

100-YEAR FLOOD STUDY

0
SEARSTONE- PHASE 1
SRF-05000
FLOOD INSURANCE STUDY
A Report of Flood Hazards in
WAKE COUNTY,
r J
NORTH CAROLINA'
AND INCORPORATED AREAS Wake County
•
VOLUME 1 OF 7
Community Name
Apex, Town of Community Number
370467 I River Basin
Cape Fear/Neuse
Cary, Town of 370238 Cape Fear/Neuse
Fuquay-Varina, Town of 370239 Cape Fear
Garner, Town of 370240 Neuse
Holly Springs, Town of 370403 Cape Fear/Neuse
Knightdale, Town of 370241 Neuse
Morrisville, Town of 370242 Cape Fear/Neuse
Raleigh, City of 370243 Neuse
Rolesville, Town of 370468 Neuse I
Wake County (Unincorporated Areas) 370368 Cape Fear/Neuse
Wake Forest, Town of
Wendell, Town of
Zebulon, Town of 370244
370245
370246 Neuse
Neuse
Neuse
I
o A
FDAA'S COOPERATING TECHNICAL PARTNER
PRELIMINARY:

April 6, 2005
v?VAR7'
?! Federal Emergency Management Agency'
o State of North Carolina
?tIno SEGJ?ti Flood Insurance Study Number., ?
37183CVOOIA
www.fema.gov and www.ncfloodmaps.com
Section 6.0 - Mapping Methods
•
0 Turkey Creek Approximately
Table 7-Summary of Discharges
Disc harges
Drainage
.,

Flooding Area 0•. •. 1% Future . 0,
Source Location
At confluence miles) Chance Chance Chance Chance Ch
with Sycamore 4.6 * * 930
1 3
610
Creek (Basin 18, , ,
Stream 6
Approximately
0.7 mile
downstream of 4.4 * * 1
870 3
490
confluence of , ,
Turkey Creek Basin 18, Stream
(Basin 18, 8
Stream 5) At park boundary 4.0 850 1,700 2,250 * 4,300
Just upstream of
Basin 18, Stream 1.9 250 850 1,400 * 2,950
4
Approximately
0.8 mile
upstream of US 0.5 250 500 750 * 1,500
Route 70
At mouth 1.7 500 1,050 1,450 * 2,750

(Basin 18, 1,000 feet

Stream 23)
downstream of 0.4 250 500 700 * 1,300
High House Road
Turkey Creek At confluence
Tributary with Turkey 0.6 * * 840 1,130
Creek
Approximately
Unnamed 100 feet
Tributary (#1) downstream of 4.1 2,020 3,560 4,430 * 7,380
to Swift Creek New Bethel
Church Road
Just downstream
of tributary at
Mount Vernon 8.1 1,350 2,600 3,350 * 6,150
Church Road
Upper Barton Just upstream of
Creek (Basin tributary at
Mount Vernon 6.4 1,150 2,150 2,950 * 5,300
16, Stream 1) Church Road
Just downstream
of tributary just
upstream of Old 4.7 970 1,900 2,510 * 4,650
Creedmoor Road
• Flood Insurance Study Report: Wake County, North Carolina and Incorporated Areas
Page 106 Preliminary: April 6, 2005
•
•
•
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