20061798 Ver 6_More Info Received_20080416

CAROLINA
ECOSYSTEMS, IhIC.
8208 Brian Ct.; Garner, NC 27529
P:919-606-1065 - F:919-341-4474
TRANSMITTAL FORM
To:
Cyndi Karoly
NC Division of Water Quality Wetlands Unit
2321 Crabtree Blvd
Raleigh, NC 27604
Date: 04/17/08
Project: Summerwind Plantation
Reference No.:
We are sending you: ®Attached
The following items:
^ Email ^ Under Separate Cover
COPIES DATE ITEM NO. DESCRIPTION
~ 04/16/08 1 Letter res ondin to DWQ R uest for More Information
04/08/08 2 Prelimina Stormwater BMP Plan
~ 4/08/08 3 Stormwater BMP Checklists, Details, 8~ Calculations

These items are transmitted as checked below:
® For approval
^ For your use
^ As requested
^ For review and comment
^ Approved as submitted
^ Approved as noted
^ Please return
^ Other:
Comments:
o ~~~~~~~
~.
APR 1 6 2008
~~,T~.ANDS AND ST~ORMWATER ~"
Signed: \' ~/
Name: Philip May
Title: Senior Environmental Scientist
Copied to:
Robert Tucker, Wetherill Engineering, Inc.
Ron Mikesh, Summerwind Plantation

CAROLINA
ECOSYSTEMS, Irvc.
April 16, 2008
Ms. Cyndi Kazoly
401 Ovesight/Express Review Permitting Unit
NC Division of Water Quality
2321 Crabtree Blvd.
Suite 250
Raleigh, North Cazolina 27604
RE: Summerwind Plantation
DWQ Project # 06-1798, Ver. 6
8208 Brian Ct.; Garner, NC 27529
P:919-606-1065 - F:9I9-341-4474
~,~ ~.,~~
D~,_.
A~ ~ ~ ~; `% ~~i18
DENS, v 510RMWa E~D~~
~.~p,NDS AND
Dear Ms. Karoly;
The purpose of this letter is to respond on behalf of Summerwind Plantation and Wetherill
Engineering, Inc. to your February 20, 2008 Request for More Information for the above
referenced project. Each requested item is shown below in italics, with our corresponding
response.
1. 165 linear feet of compensatory stream mitigation is required for this project. Please
provide a compensatory mitigation plan. The plan must conform to the requirements of
1 SA NCAC 2H. 0500 and must be appropriate to the type of impacts proposed. Please
have Earthmark Mitigation Services provide a letter clearly indicating that they will
provide you with 165 linear feet of stream mitigation credits.
A letter from Earthmazk, dated February 7, 2008, was included in the original application
at the end of Attachment 4: Regulatory Correspondence. The bank has recently received
its initial credit release and the stream credits are available.
2. 7,329 square feet of compensatory buffer mitigation is required for this project. Please
provide a compensatory mitigation plan. The plan must conform to the requirements of
1 SA NCAC 2H. 0500 and must be appropriate to the type of impacts proposed. Please
have NCEEP provide a letter clearly indicating that they will provide you with 7,329
square feet of buffer mitigation credits.
A letter from EEP, dated November 8, 2007, was included in the original application at
the end of Attachment 4: Regulatory Correspondence. The approved amount of buffer
mitigation is well in excess of the 7,329 square feet required for the project.

Ms. Cyndi Karoly
April 16, 2008
Page 2 of 2
3. Please provide diffuse flow provision measures, applicable worksheets and a signed and
notarized Operations and Maintenance agreement for the site.
The following items are included in the attached plans and calculations:
- Full size plan set showing plan views of all proposed and conceptual BMPs.
- Required Items Checklists for the BMPs in Phases 1 A and 1 B.
- O&M agreements for BMPs in Phases 1 A and 1 B.
- Supplement forms and calculations for BMPs in future phases.
As discussed with Annette Lucas, the BMPs provided in the attached plans comply with
DWQ diffuse flow provisions, considering the severe site constraints. Wetherill
Engineering has redesigned several of the BMPs based on these discussions, and the
revised plans are attached. Supplement forms for Phase 1 A and 1 B BMPs were included
in the original submittal. Supplement forms and calculations for the future BMP
locations are attached to provide evidence that diffuse flow can be achieved on the site,
but since these future designs aze conceptual in nature no checklists aze included.
Additional design information, required items checklists, and O&M forms for the future
BMPs will be submitted upon final design after approval by Johnston County.
4. Please note the DWQ must receive your stormwater management plan approval letter
from Johnston County before the impacts proposed in your application may be conducted
upon approval.
The stormwater management plans for each phase of the project (starting with Phases 1 A
and 1 B) will be forwazded to your office along with their Johnston County approval
letters as they are received.
If you have any questions regarding the information or responses provided please contact me at
your earliest convenience at [phone].
Sincerely,
Carolina Ecosystems, Inc.
Philip a
Senior i ental Scientist
Cc: Thomas Brown, USACE Raleigh Regulatory Office
Lauren Witherspoon, NCDWQ Raleigh Regional Office
Ron Mikesh, Summerwind Plantation
Edward Wetherill, P.E., Wetherill Engineering, Inc.

Permit No.
(to be provided by DWO)
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 io
indicate the following design requirements have been met. If the applicant has designated an agent, the a ent may initial below. If a
requirement has not been met, attach justification.
F~
Initials Pagel Plan ~~,~~,~~
Sheet No.
c~ P 1 w(o
~b
~~-
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Oif-site drainage (If applicable),
-Delineated drainage basins (include Rational C coefficient per basin),
-Wetland dimensions (and length to width ratio),
-Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
-Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
-Design at ultimate build-out,
-Off-site drainage (if applicable),
-Overflow device, and
- Boundaries of drainage easement.
- e an ayers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
D
~n~n
d~
i1~T~NOS~~~; ay,~r < ~~8 _.¢
3. SSide slopes 3 t~ orr toward (1" = 20' or larger) showing: '~N®sT~~~~~~~
W tl dI ~~
4. A detailed planting plan (1' = 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species {not including cattails),
-Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
-The source nursery for the plants, and
jam' -Fertilizer and watering requirements to establish vegetation.
~~" ~~~ ~ 5. A construction sequence that shows how the wetland will be protected from sediment untl the entire
n,~ { drainage area is stabilized.
," ' / 6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
B. A copy of the deed restrictions (if required).
-1~_ ~_ 9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
SW401-Wetland-Rev.2 Pari III, page 1 of 1

Permit
{to be provided by DWQJ
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 topowing 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. /a ~~'(~ nu~
Pagel Plan ~,,~/~~,.1--'~/
Initials Sheet No.
~ GPa'i.
i, Z 7,
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
-Off-site drainage (if applicable),
-Delineated drainage basins (include Rational C coefficient per basin),
-Basin dimensions,
-Pretreatment system,
-High flow bypass system,
-Maintenance access,
-Proposed drainage easement and publ~ right of way (ROVIr),
-Overflow device, and
-Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
-Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
-Basin cross-section,
- Vegetation specificatron for planting shelf, and
-Filter scrip.
-~^~ 3. Section view of the dry detention basin (1" = 20' or larger} showing:
- Side slopes, 3:1 or lower,
-Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
~,!~'
` on the plans prior to use as a wet detention basin.
-___L
__ ~~ 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
~~/~'
f'" ~ ) to verify volume provided.
~ 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M} agreement.
9. A copy of the deed restrictions (if required).
t" ~_ 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 or 1

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.lf a
requirement has not been met, attach justffication.
Page! Plan
Ini i Sheet No.
(:1(~I. z ~l
~' ~,~
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 coeffiaent per basin),
- Forebay (if applicable),
-High flow bypass system,
-Maintenance access,
-Proposed drainage easement and public right of way (ROthr), and
-Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
-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.
t ~ ~ J 3. Section view of the level spreader (1' = 20' or larger) showing:
- Underdrain system (if applicable),
-Level lip,
- Upsbpe channel, and
- Downslope filter fabric.
~ 4. Adate-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
x 5. A consUuction sequence that shows how the level spreader wiN be protected from sediment until the entire
drainage area is stabilized.
~/ 6. The supporting cak~lations.
/ 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW4U1-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.4 Parl III, page 1 of 1

Permit No
(to 6e provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional informatlon. 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.lf a
requirement has not been met, attach justification. ~~ ) ~ -~~lki~~ .~
Pagel Plan
Initials Sh t o.,
~
"
'
• 1. Plans (1
- 50
or larger) of the entire site showing:
-Design at ultimate build-out,
-Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
-Basin dimensions,
- Pretreatment system,
-High flow bypass system,
-Maintenance access,
-Proposed drainage easement and public right of way (ROUV},
- Overflow device, and
-Boundaries of drainage easement.
//~
CJC 1 ~ ~- 2. Partial plan {1" = 30' or larger) and details for the wet detention basin showing:
-Outlet structure with trash rack or similar,
-Maintenance access,
-Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
-Basin cross-section,
- Vegetation specification for planting shelf, and
n ~
f~ i,R
~./ ~ -Filter strip.

3. Section view of the dry detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
-Pretreatment and treatment areas, and
-Inlet and outlet structures.
Z 4. If the basin is used for sediment and erosion control during consUuction, clean out of the basin is specified
n~
t~ ~ on the plans prior to use as a wet detention basin.
5
A t
bl
f
l
.
a
e o
e
evations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
_~~ 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
~_ 7. The supporting ca~ulations.
'~' 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required}.
_ ~ ~ 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form 5W401-Wet Detention Basin-Rev.4 Parl Ifl. Required Hems Checklist, Page 1 of 1

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 justlficatlon.
Page! Plan
Intt S~he~et'N`o.
~• ° 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
-Off-site drainage (if applicable),
- Deaneated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- Hlgh flow bypass system,
-Maintenance access,
- Proposed drainage easement and public right of way (ROU4r7, and
-Boundaries of drainage easement.
~ (~ 2. Plan details (1' = 30' or larger) for the level spreader showing:
- Forebay (ff applicable),
-High flow bypass system,
-One foot topo lines between the level lip and top of stream bank,
-Proposed drainage easement, and
C~ -Design at ultimate build-out.
~l~ 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
-Level lip,
- Upsbpe channel, and
- Downslope filter fabric.
4. Adale-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
5. A construction sequence that shows how the level spreader wiN be protected from sediment until the entire
drainage area is stabilized.
- 6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (OEM) agreement.
8. A copy of the deed restrictions (if required).
Forrn SW401-Level Spreader, Filler Strip, Restored Riparian Buffer-Rev.4 Part III, page 1 of 1

Pennir Number.
(ro be pro-~r d br Dfi~O)
Drninnge Area Number. l ~ o-.;p i
Wet Detention Sasin Operation and Maintenance Agreement
I will keep a maintenance record on this BNII'. 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 defidencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BIvII'.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
T system (check one):
does ^ does not incorporate a vegetated filter at the outlet.
This system (~1'ieck o~:e):
does does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be m;n;m;~ed to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
Iocation and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential roblem: Flow I will remediate the roblem:
The entire BMP Trash debris is resent. Remove the trash debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the guIIy, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer a lication.
Vegetation is too short or too Maintain vegetation at a Insight of
Ion a roximatel six inches.
Form SW40]-Wet Detention Basin O&M-Rev.3 Page 1 of 4

Permit Number.
(to be prori~led by D!!'Q)
Drainage Area Number: ) ij Q~:Sp.,t
BMP element: Potential roblem: How I will remediate the roblem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise dams ed.
Erosion is occurring in the Regrade the swale if necessary to
Swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future roblems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage, dispose of it in a location where it
will not cause impacts to streams or
the BIvII'.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
revent future erosion roblems.
Weeds are present Remove the weeds, preferably by
hand. if pesticide is used, wipe it on
the ]ants rather titian s ra in .
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to mainiain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dy~g• problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide aone-time
fertilizer application to eslabiish the
ground cover if a soil best indicates
it is necess
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the ]ants rather than s ra
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50 ~ of the area. and control the al ! owth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50 0 of with pesticide (do not spray).
the basin surface.
Forni S1'V401-Wet Detention Basin O&M-Rev.3 Page 2 of 4

Pemtil Number:
(to be provided Gr D1T'Q)
Drainage Area Number: t 3 17c N q {
BMP element: Potential roblem: How I will remediate the roblem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree Itas started to grow on Consult a dam safety specialist to
the embankment remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs re air.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is dama d Re air or re lace the outlet device.
The receiving water Erosion or outer signs of Contact the IocaI NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet the 407 Oversight Unit at 9]9-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penehate into
accumulated sediments.
When the permanent pool depth reads 5 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads ~" feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
BASDV DIAGRAM
~N In the Glrntbs)
p Permanent Pool Elevation Z4 2
Z-~j Pe anen Pool
--------------- - Volume Sediment Removal Elevation 7.~'(1
i --~7 R Min. --------------------- Volume
Sediment Bottom Elevation ~] 1-R r
Storage edimei
Storage
TORE$AY MAiN POND
Fortrt SW~101-Wet Detention Basin 08cM-Rev.3 Page 3 of 4

Permit Number.
(1u Ge prorrdc~d Gig DlPO)
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: S~ MMt-,/~.i, h~ U~u.~~-~r,,-~ F,,,
BAIP drainage area trtrmber: I .~ Pa ~ t) ~
NOte: The legally responsible party should not be a Homeowners association unless more than 30% of
the lots have been sold and a resident of the subdivision Has been named tlu president.
I, /l ~ h ~' ~'n~ />` ~,/' Ozc/C~'~- ,1~„ C~ , a Notary Public for the State of
ll'C: , County of _ C l~/i-~' -~ , do hereby certify that
_.~LC'i//}~~ ~~%i~c'~~ personally appeared before me this
day of~~~ ~?~~~ - ,and acknowledge the due execution of the
Forgoin~we/t detention U/a~sin maintenance requirements. Witness my trend and official
seal, ' ~G~~GC~.e lf' ~~ ~ ,
~~~~
~+ ~~~
~~.``~,P A. CRQ ~`•.
a~ ~pTARY ~;~~
~ ~::~
~ P(;~3!-ice .~'c~
-~ ~ .
fi
SEAL
My commission expires ~ _ ~ ~ -~ ~ !C
Form SW4Q 1-Wet Detention Basin O&M-Rev.3 Page 4 of 4

Permit Number:
(lo Ge prorided Gr R'J
Drainage Area Number. i (~j ~vd
Stormwater Wetland Operation and Maintenance Agreement
I wilt keep a maintenance record on this BIVIl'. This maintenance record will be kept in a
log in a known set Iocation. Any deficient B1VIl' elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the uitegrity
of sh•uchues, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the stormwater wetland is established, the wetland plants will
be watered twice weeny if needed until the plants become established
(commonly six weeks).
- No portion of the stormwater wetland will be fertilized after the first initial
fertilization that is required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the
sediment Ioad to the wet detention basin.
- Once a year, a dam safety expert will inspect the embankment.
After the wet detention pond is established, I will inspect it once a month and within 24
hours after every storm event greater than I.0 inches (or 15 inches if in a Coastal
Connty). Records of operation and maintenance will be kept in a I:nown set location
and wilt be available upon request.
Inspection activities shah be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential roblem: How I will remediate the roblem:
The entire BMP Trash debris is resent Remove the trash debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
wetland 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 a lication.
Vegetation is too short or too Maintain vegetation at a height of
lon a roximatel six inches.
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
Swale a licable . sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
a licable .
Erosion is occurring in the Regrade the Swale if necessary to
Swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future roblems with erosion.
Farn~ SW401-Wetland O&M-Rev.3 Page I of 4

BMP element Potential roblem: How I will remediate the roblem:
The forebay Sediment has accumulated in Search for the source of the
the forebay to a depth that sediment and remedy the problem if
inhibits the forebay from possible. Remove the sediment and
functioning well. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
revent future erosion roblems.
Weeds are present. Remove the weeds, preferably by
hand. Tf a pesticide is used, wipe it
on the lants rather than s ra in .
The deep pool, shallow Algal growth covers over Consult a professional to remove
water and shallow land 50~ of the deep pool and and control the algal growth.
areas shallow water areas.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50 ~ of with pesticide (do not spray) -
the deep pool and shallow consult a professional.
water areas.
Shallow land remains Flooded Unclog die outlet device
more than S days after a immediately.
storm event.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide cone-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessa
Best professional practices Prune according to best professional
show that pruning is needed practices.
to maintain optimal plant
health.
Sediment has accumulated Search for the source of the
and reduced the depth to 75 o sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
of tlie deep pools. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
I=omt 5W~0I-Wetland OEM-Rev.3 Page 2 of 4

BMP element-. Potential roblem: How I will remediate the roblem:
The embankment A tree has started to grow on Consult a dam safety specialist to
the embankmenk remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
sltotvs that dte embankment
needs re air.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is presenk consult a professional to remove
beavers.
The micropaol Sediment has accumulated Search for dte source of the
and reduced dte depth to 75 o sediment and remedy dte problem if
of the original design depth. possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Plants are growing in the Remove dte plants, preferably by
micropool. hand. If a pesticide is used, wipe it
on the !ants radter [Iran s ra in .
The outlet device Clogging has occurred. Clean out dte outlet device. Dispose
of dte sediment off-site.
The outlet device is dama ed Re air or re lace the oudet device.
The receiving water Erasion or odter signs of Contact the NC Division of Water
damage !rave occurred at the Quality X101 Oversight Unit at 979-
oudek 733-1786.
I'orni SW~#01-Wetland OEM-Rev.3 Page 3 of 4

Permit Number.
(to Ge prnnided GP DIPQ)
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 frame: ~.lnlrrlra~W ~ ~~.~ ~lu.,~-~-h ~,,.
B1lIP drainage area ftumbef•: I •[3 stnw~
Note: The legally responsible party should not be a homeowners association unless more Umn 50% of
the lots have been sold and a resident of ttre subdivision has been named the president.
1, /~c' f.~ E' <' [~R ~ ~~~~'Z[~CY-~~ , a Notary Public for the State of
~~- , County of G~V A.~ ~ , do hereby certify that
f'CL~Nf'q'/CI J~"~i• ~~r~ personally appeared before me this ~_
day of FBI ~~/A2 ~ ( of co a, and acknowledge the due execution of the
forgoing,,st~~rmwater wetland maintenance requirements. Witness my hand and official
seal, /~..t? ~~C..e~ t~ ~~~c-zc•--~.~~
.,~` q~~
*** =
fffft~ \~\~\
SEAL
My commission expires_ ~ - . ~ ~ - ~d~b
Forni SW401-Wetland O&M-Rev.3 Page 4 of 4

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ETHERELL
---~~ ..T...,~~i+i,<~it SUBJECT L/~T peiv/~ ~/' 4- PROJECT ~inf~Gcwi~S
559 Jones Franklin Road, Suite 164 LOCATION
Raleigh, North Carolina 27606
Phone: [phone] Fax: [phone]
PREPARED BY DATE STATION
1209 Floral Parkway, Suite B
Wilmington, North Carolina 28403 CHECKED BY DATE SHEET OF
Phone: [phone] Fax: [phone]
DIzA~Na~~ AacA; ZB~oS(oecc G•b.vc•
jMrGhV~ ou5 ~" ~ 4p %.
F~-.r. ?Rb ~C /D ~I /i/GpEN~- STdA.M Wg7Y/~- ~/~P ~A~wuft 1
rM 3 FT ~ f'r S~~r
4a 1.25
~ s' d~,~ Pte., . ~oa~
s /. Z 5 SAS 1•Z T ~ ~,,.IoAC ~ o.o6t5Acf'r
OA i oc = 3 5 9 4 ~t'Z c ~.n. as /
P~ P
__________
JL~~~,,,v.scl IfaloM t
i2vs D~ D 5 ~- D• ~a°I (_~ = ~ D 5 f- • ~ 9(4~0~
2v~ 0.9,/0 ~..^ /w.
Z„
0.22 55 Rc ~i'
9823 Fri

Permit No.____ ___
t'to be provided by DWQ)
OF W A rF9
h ~
~~ ~~ > ~
NCDENR , `
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist jPart 111J must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Summerwinds Plantation
Contact person Mr. Ron Mikesh
Phone number 919-291-5517
Date 4/8/2008
Drainage area number Pond #4
Il,i.~lE$IGN-INFQRMA71 N ~ ~~
Site Characteristics
Drainage area 288,056 ft~
Impervious area 115,222 >~
impervious 40 °%
Design rainfall depth 3.2 in
Storage Volume: Non-SR Waters
Minimum volume required 9,823 ft3
Volume provided 12,356 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24•hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 3.2 in
Rational C, pre-development 65.0 (unitless)
Rational C, post-development 76.0 (unitless)
Rainfall intensity: 1-yr, 24-hr storm N/A in/hr
Pre-development 1-yr, 24-hr peak flow 1.9 ft3/sec
Post•development 1-yr, 24-hr peak flow 4.8 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 2.9 ft3/sec
Basin Elevations
Basin bottom elevation 244.00 ft
Sediment cleanout elevation 245.00 ft
Bottom of shelf elevation 248.50 ft
Permanent pool elevation 249.00 ft
Top of shelf elevation 249.50 ft
Temporary pool elevation 252.00 ft
Volume and Surface Area Calculations
SA/DA ratio 1.25 (unitless)
Surface area at the bottom of shelf 1421.00 ft2
Volume at the bottom of shelf 2833.00 ft3
Permanent pool, surface area required 3,594 ft2
Permanent pool, surface area provided 3,610 ft2 OK
Permanent pool volume 10,830 ft3
Average depth for SA/DA tables 3 ft OK
Surface area at the top of shelf 4,882 ftz
Volume at the top of shelf 12250 ft3
Form SW401-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 1 of 2

Permit
(to be provided by DWQ)
11. DESIGN INFORMATION
Forebay volume 2.000 ft3
Forebay °'° of permanent pool volume 18 °% OK
Temporary pool, surface area provided 7,569 ft`
Drawdown Calculations
Treatment volume drawdown time 2.5 days OK
Treatment volume discharge rate 0.42 f13/s
Pre-development 1-yr, 24-hr discharge 1.93 ft'/s OK
Post-development 1-yr, 24-hr discharge 0.42 ft3/s OK
Additional Information
Diameter of orifice 2.00 in
Design TSS removal 85 °~b
Basin side slopes 3 :1 OK
Vegetated shelf slope 10 ;1 OK
Vegetated shelf width 10 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1 ft OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies Yes

Form SW401-Wet Detention Basin-Rev.3 Parts I. 8 II. Design Summary, Page 2 of 2

~~~a
NCDENR
o~uF vanTE~,oG
~, ~
:.PV.LW.cf+ <M ,~
.-
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION - . ,
..
Project name Summerwinds Plantation
Contact name Mr. Ron Mikesh
Phone number 919-291-5517
Date April 8, 2008
Drainage area number Pond #4
IL:DE&I~iN INFQRMA'~ION a.` ~. w. ..
For Level Spreaders Receiving Flow From a BMP
Type of BMP Wet Detention
Drawdown flow from the BMP 1.25 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, l0-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Do not complete this section of the worksheet
ff2
ftz
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.
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
Filter Strlp or Riparian Buffer Characterization (if applicable)
Width of grass ft
Width of dense ground cover 50 ff
Width of wooded vegetation ft
Total width 50 ft
Slope (from level lip to to top of bank) 8
Are any draws present? N (Y or N)
Level Spreader Design
Forebay surface area None sq ft
Feet of level lip needed per cfs 13 fUcfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? None (Y or N)
Length based on the 10-yr, 24-hr storm? None (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 1.25 cfs
Is a bypass device provided? Y (Y or N)
Length of the level lip 17 ft
Are level spreaders in series? None (Y or N)
OK
OK
OK
#,VALUE!
Form SW401-Level Spreader, Filter Strip, Restored Riparian Butter-Rev.3 Parts I. and II. Design Summary, page 1 of 2

Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y
Dimensions of the channel (see diagram below):
M ft
B ft
W ft
y ft
Peak velocity in the channel during the 10-yr, 24-hr storm cfs
Channel lining material PSRM
• •
~. ~"'
I
•-------------
y t
--------------•
M M
i B i
Form SW401-Level Spreader, Filter Strip, Restored Riparian Butter-Rev.3 Parts I. and II. Design Summary, page 2 of 2

3S
Pre-Dev.
Wet Pond #4
1S
Est-Dev
Subcat (Reach on Link

Wet Pond #4- 04_04_08
Prepared by {enter your company name here} Page 2
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Area Listing (all nodes)
Area (acres) CN Description (subcats)
3.960 61 Managed Open Space (1S)
6.600 65 Woods/grass comb., Fair, HSG B (3S)
2.640 98 Roads, Houses, & Driveways (1 S)
13.200

Wet Pond #4- 04_04_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Time span=1.00-144.00 hrs, dt=0.50 hrs, 287 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1 S: Post-Dev.
Runoff Area=6.600 ac Runoff Depth=1.15"
Tc=20.0 min CN=76 Runoff=4.80 cfs 0.634 of
Subcatchment 3S: Pre-Dev. Runoff Area=6.600 ac Runoff Depth=0.60"
Flow Length=766' Tc=30.4 min CN=65 Runoff=1.93 cfs 0.330 of
Pond 2P: Wet Pond #4 Peak Elev=252.01' Storage=18,098 cf Inflow=4.80 cfs 0.634 of
Primary=0.42 cfs 0.634 of Secondary=0.00 cfs 0.000 of Outflow=0.42 cfs 0.634 of
Total Runoff Area =13.200 ac Runoff Volume = 0.964 of Average Runoff Depth = 0.88"
80.00% Pervious Area = 10.560 ac 20.00% Impervious Area = 2.640 ac

Wet Pond #4- 04_04_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 4
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 6.6 Acres
Impervious = 40%
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.80 cfs @ 12.11 hrs, Volume= 0.634 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
2.640 98 Roads, Houses, & Driveways
3.960 61 Managed Open Space
6.600 76 Weighted Average
3.960 Pervious Area
2.640 Impervious Area
Tc
min
20.0
Length Slope Velocity Capacity Description
(feet) (ft/ft) (ft/sec) (cfs)
Direct Entry, Direct
Subcatchment 1 S: Post-Dev.
Hydrograph
® Runoff
0
1`ype 11.24-hr 1-Yr. 24-Hr.
Rainfa11~3.20"
Runoff Area=6.600 ac
Runoff Volume=0.634'af
Runoff Depth-1.15"
Tc=20.0 m i n
CN=76
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110115 120125130135140
Time (hours)

Wet Pond #4- 04_04_08 Type Il 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 5
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 3S: Pre-Dev.
Pre-Development Inflow to Pond #4
Drainage Area = 6.6 Acres
[49J Hint: Tc<2dt may require smaller dt
Runoff = 1.93 cfs C~ 12.50 hrs, Volume= 0.330 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
6.600 65 Woods/grass comb., Fair, HSG B
6.600 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.2 150 0.0333 0.10 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
6.2 616 0.1104 1.66 Shallow Concentrated Flow, Shallow Concentrated Flow
_ _ Woodland Kv= 5.0 fas
30.4 766 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
® Runoff
Type II 24-hr 1-Y~. 2~-Hr
Rainfall-3.20"
Runoff Area-6.600 ac
Runoff Volume-0.330 of
`~ Runoff Depth=0.60"
LL ~~~ Flow Length-766'
Tc-30.4 m i n
CN.65
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Tfine (hours)

Wet Pond #4- 04_04_08 Type 11 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 6
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #4
Inflow Area = 6.600 ac, Inflow Depth = 1.15" for 1-Yr. 24-Hr, event
Inflow = 4.80 cfs @ 12.11 hrs, Volume= 0.634 of
Outflow = 0.42 cfs @ 15.99 hrs, Volume= 0.634 af, Atten= 91 %, Lag= 232.8 min
Primary = 0.42 cfs @ 15.99 hrs, Volume= 0.634 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Peak Elev= 252.01' @ 15.97 hrs Surf.Area= 7,523 sf Storage= 18,098 cf
Plug-Flow detention time= 1,167.2 min calculated for 0.634 of (100% of inflow)
Center-of-Mass det. time= 1,163.3 min (2,027.9 - 864.6 )
Volume Invert Avail.Storage Storage Description
#1 249.00' 36,353 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
249.00 3,610 0 0
249.50 4, 883 2,123 2,123
250.00 5,722 2,651 4,775
251.00 6, 618 6,170 10, 945
252.00 7,510 7,064 18,009
253.00 8,578 8,044 26,053
254.00 9,693 9,136 35,188
254.10 13, 602 1,165 36, 353
Device Routing Invert Outlet Devices
#1 Primary 243.00' 18.0" x 121.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 242.00' S= 0.0083'/' Cc= 0.900 n= 0.024
#2 Device 1 249.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.00' 0.27' x 0.83' Horiz. Overflow Grate w/Open Slots X 4.00 columns
X 5 rows Limited to weir flow C= 0.600
#4 Secondary 253.00' 16.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.36 cfs @ 15.99 hrs HW=252.01' (Free Discharge)
L1=Culvert (Passes 0.36 cfs of 13.76 cfs potential flow)
~2=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.24 fps)
3=Overflow Grate w/Open Slots (Weir Controls 0.18 cfs @ 0.36 fps)
econdary OutFlow Max=0.00 cfs @ 1.00 hrs HW=249.00' (Free Discharge)
=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

Wet Pond #4- 04_04_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 7
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #4
Hydrograph
- 4.80cfs ^ Inflow
D Outflow
Inflow Area=6.600 ac ®Primary
^ Secondary
5 Peak Elev=252.01'
Storage=18,098 cf
~ 3
v
3
0
LL
2
--
0.42 cfs i
1 ~, .
0
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Tlme (hours)

Wet Pond #4- 04_04_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 8
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Time span=1.00-144.00 hrs, dt=0.50 hrs, 287 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1 S: Post-Dev.
Runoff Area=6.600 ac Runoff Depth=1.44"
Tc=20.0 min CN=76 Runoff=6.18 cfs 0.791 of
Subcatchment 3S: Pre-Dev. Runoff Area=6.600 ac Runoff Depth=0.81 "
Flow Length=766' Tc=30.4 min CN=65 Runoff=2.73 cfs 0.443 of
Pond 2P: Wet Pond #4 Peak Elev=252.03' Storage=18,256 cf Inflow=6.18 cfs 0.791 of
Primary=1.25 cfs 0.791 of Secondary=0.00 cfs 0.000 of Outflow=1.25 cfs 0.791 of
Total Runoff Area = 13.200 ac Runoff Volume =1.234 of Average Runoff Depth =1.12"
80.00% Pervious Area = 10.560 ac 20.00% Impervious Area = 2.640 ac

Wet Pond #4- 04_04_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 9
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 6.6 Acres
Impervious = 40%
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.18 cfs ~ 12.10 hrs, Volume= 0.791 af, Depth= 1.44"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr First Flush Rainfall=3.60"
Area (ac) CN Descriotion
2.640 98 Roads, Houses, & Driveways
3.960 61 Managed Open Space
6.600 76 Weighted Average
3.960 Pervious Area
2.640 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Direct
Subcatchment 1 S: Post-Dev.
Hydrograph
®Runoff
s.re crs
6 Type II 24-hr First Flush
Rainfa11~3.60"
5 Runoff Area=6.600 ac
Runoff Volume=0.791 of
w 4
Runoff Depth=1..44"
LL 3
Tc=20.O min
~~ CN=76
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125 130135140
Tfine (hours)

Wet Pond #4- 04_04_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 10
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 3S: Pre-Dev.
Pre-Development Inflow to Pond #4
Drainage Area = 6.6 Acres
[49] Hint: Tc<2dt may require smaller dt
Runoff = 2.73 cfs @ 12.48 hrs, Volume= 0.443 af, Depth= 0.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr First Flush Rainfall=3.60"
Area (ac) CN Description
6.600 65 Woods/grass comb., Fair, HSG B
6.600 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.2 150 0.0333 0.10 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
6.2 616 0.1104 1.66 Shallow Concentrated Flow, Shallow Concentrated Flow
__ Woodland Kv= 5.0 fas
30.4 766 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
3
® Runoff
2.73 cfs
Type II 24-h1r First. Flush
Rainfall=3.60..
Runoff Area-6.600 ac
2 Runoff Volume=0.443 of
N
v Runoff Depth-0.81'"
3
~° Flow Length=766'
Tc=30.4 min
1-, Y'`
CN=65
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

Wet Pond #4- 04_04_08 Type 11 24-hr First Flush Rainfall=3.60''
Prepared by {enter your company name here} Page 11
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #4
[85] Warning: Oscillations may require Finer Routing>1
Inflow Area = 6.600 ac, Inflow Depth = 1.44" for First Flush event
Inflow = 6.18 cfs @ 12.10 hrs, Volume= 0.791 of
Outflow = 1.25 cfs @ 13.43 hrs, Volume= 0.791 af, Atten= 80%, Lag= 79.9 min
Primary = 1.25 cfs @ 13.43 hrs, Volume= 0.791 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Peak Elev= 252.03' @ 13.50 hrs Surf.Area= 7,545 sf Storage= 18,256 cf
Plug-Flow detention time= 953.7 min calculated for 0.791 of (100% of inflow)
Center-of-Mass det. time= 949.5 min (1,807.4 - 857.9 )
Volume Invert Avail.Storage Storage Description
#1 249.00' 36,353 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
249.00 3,610 0 0
249.50 4,883 2,123 2,123
250.00 5,722 2,651 4,775
251.00 6,618 6,170 10,945
252.00 7,510 7,064 18,009
253.00 8,578 8,044 26,053
254.00 9,693 9,136 35,188
254.10 13,602 1,165 36,353
Device Routing Invert Outlet Devices
#1 Primary 243.00' 18.0" x 121.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 242.00' S= 0.0083 '/' Cc= 0.900 n= 0.024
#2 Device 1 249.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.00' 0.27' x 0.83' Horiz. Overflow Grate w/Open Slots X 4.00 columns
X 5 rows Limited to weir flow C= 0.600
#4 Secondary 253.00' 16.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.98 cfs @ 13.43 hrs HW=252.03' (Free Discharge)
L =Culvert (Passes 0.98 cfs of 13.78 cfs potential flow)
~2_Orifice/Grate (Orifice Controls 0.18 cfs @ 8.27 fps)
3-Overflow Grate w/Open Slots (Weir Controls 0.80 cfs @ 0.58 fps)
econdary OutFlow Max=0.00 cfs @ 1.00 hrs HW=249.00' (Free Discharge)
=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

Wet Pond #4- 04_04_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 12
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #4
Hydrograph
Inflow Area=6.600 ac
Peak Elev=252.03'
Storage=18,256 cf
5~
m 4
w
LL 3
1 25 cfs
25 cfs ,
^ Inflow
l7 Outflow
Primary
^ Secondary
10 20 30 40 50 60 70 SO 90 100 110 120 130 140
Time (hours)

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ETHERILL
559 Jones Franklin Road, Suite 164
Raleigh, North Carolina 27606
Phone:[phone] Fax:[phone]
1209 Floral Parkway, Suite B
Wilmington, North Carolina 28403
Phone:[phone] Fax: [phone]
SUBJECT Wur Ppivc' ~'a~ PROJECT Sun~n+en.winrdS
LOCATION
PREPARED BY GSP DATE 4 ~3 /ob STATION
CHECKED BY DATE SHEET OF
D,q = (off ~ l '~ 8 SF% 15 , ~ 8AG
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Vol 1Le~ ~~ ~' ~~.....~C p. gcio ~.. f~ * 1 ~ ~ - 5. l8/.1c.
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22,592~r~

Permit No.___ _ _ _
ito be provided by DWQ)

~~~
_ OF W A rF9
O~ ~G
~ ~
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111J must be printed, filled out and submitted along with all of the required information.
I. PAOJ~CT 1NFORMATIi~N ,: ~~ '.
Project name Summerwinds Plantation
Contact person Mr. Ron Mikesh
Phone number 919.291-5517
Date 4/8/2008
Drainage area number Pond #5
II.~D~SI N-INFORMATION' ~ .. - ~. „, '-,
k -
. y.
,.
,,
.. _ ,.

.
., .
Site Characteristics
Drainage area 661,148 ft~
Impervious area 264,459 ftz
impervious 40
Design rainfall depth 3.2 in
Storage Volume: Non•SR Waters
Minimum volume required 22,592 ft3
Volume provided 25,210 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development t-yr, 24-hr runoff ff3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required? Y (Y or N)
1 •yr, 24-hr rainfall depth 3.2 in
Rational C, pre-development 65.0 (unitless)
Rational C, post-development 76.0 (unitless)
Rainfall intensity: 1-yr, 24•hr storm N/A in/hr
Pre-development 1-yr, 24-hr peak flow 4.3 ft3/sec
Post-development 1 •yr, 24-hr peak flow 11.0 ft3/sec
PrelPost 1-yr, 24-hr peak flow control 6.8 ft3/sec
Basin Elevations
Basin bottom elevation 237.00
Sediment cleanout elevation 238.00
Bottom of shelf elevation 241.50
Permanent pool elevation 242.00
Top of shelf elevation 242.50
Temporary pool elevation 245.00
Volume and Surface Area Calculations
SA/DA ratio 1.25 (unitless)
Surface area at the bottom of shelf 4409.00 ft~
Volume at the bottom of shelf 12850.00 ft3
Permanent pool, surface area required 8,266 ft2
Permanent pool, surface area provided 8,364 fiz OK
Permanent pool volume 25,210 ft3
Average depth for SA/DA tables 3.014108082 ft OK
Surface area at the top of shelf 10,306 ft2
Volume at the top of shelf 29431 ft3
Form SW401-Wet Detention Basin-F{ev.3 Parts I. & II. Design Summary, Page 1 of 2

Permit
(to be provided by DWO)
II. DESIGN INFORMATION
Forebay volume 5,079 ft3
Forebay °o of permanent pool volume 20 % OK
Temporary pool, surface area provided 14,200 ft~
Drawdown Calculations
Treatment volume drawdown time 4.9 days OK
Treatment volume discharge rate 1.57 ft3/s
Pre-development 1-yr, 24-hr discharge 4.28 ft3/s OK
Post•development 1-yr, 24-hr discharge 1.57 ft3/s OK
Additional Information
Diameter of orifice 2.00 in
Design TSS removal 85
Basin side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1 ft OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies Yes
Form SW401-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 2 of 2

~~
~~~ O~O~ VJAJFROG

ti r
_
~.,.....~
NCDENR ~
G `" `
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FIL TER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part ill) must be printed, filled out and submitted along with all of the required information.

I. PiiOJEC7INFORMATION „ <,., ..
.. .~ , . -' ~ .. ; ...
Project name Summerwinds Plantation
Contact name Mr. Ron Mikesh
Phone number 919-291.5517
Date April 8, 2008
Drainage area number Pond #5
II..-D~$I 1~1F MITI ~R ~ - ~
` - ~ ~.. ~ _ ~ .. : , , .. .
For Level Spreaders Receiving Flow From
a BMP
Type of BMP Wet Detention
Drawdown flow from the BMP 7.09 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ftz
Impervious surface area ft2
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 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 ft
Width of dense ground cover 50 ft
Width of wooded vegetation ft
Total width 50 ft
Slope (from level lip to to top of bank) 8
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area None sq ft OK
Feet of level lip needed per cfs 13 fUcfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? None (Y or N)
Length based on the 10-yr, 24-hr storm? None (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 7.09 cfs
Is a bypass device provided? Y (Y or N) OK
Length of the level lip 93 ft
Are level spreaders in series? None (Y or N)
#VALUE!
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3 Parts I. and II. Design Summary, page t of 2

Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y
Dimensions of the channel (see diagram below):
M ft
8 ft
W ft
Y ft
Peak velocity in the channel during the 10-yr, 24-hr storm cfs
Channel lining material PSRM
u, ,,,~
I ~------------- y
M
i B i
---i I
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.3 Parts I. and II. Design Summary. page 2 of 2

3S
Pre-Dev.
Wet Pond #5
1S
ost-Dev
Subcat Reach on Link

Wet Pond #5- 04_07_08
Prepared by {enter your company name here} Page 2
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Area Listing (all nodes)
Area (acres) CN Description (subcatsl
9.110 61 Managed Open Space (1 S)
15.180 65 Woods/grass comb., Fair, HSG B (3S)
6.070 98 Roads, Houses, & Driveways (1S)
30.360

Wet Pond #5- 04_07_08 Type 11 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Time span=1.00-144.00 hrs, dt=0.50 hrs, 287 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev.
Runoff Area=15.180 ac Runoff Depth=1.15"
Tc=20.0 min CN=76 Runoff=11.04 cfs 1.457 of
Subcatchment 3S: Pre-Dev. Runoff Area=15.180 ac Runoff Depth=0.60"
Flow Length=866' Tc=27.1 min CN=65 Runoff=4.28 cfs 0.759 of
Pond 2P: Wet Pond #5 Peak Elev=245.04' Storage=36,440 cf Inflow=11.04 cfs 1.457 of
Primary=1.57 cfs 1.451 of Secondary=0.00 cfs 0.000 of Outflow=1.57 cfs 1.451 of
Total Runoff Area = 30.360 ac Runoff Volume = 2.217 of Average Runoff Depth = 0.88"
80.01% Pervious Area = 24.290 ac 19.99% Impervious Area = 6.070 ac

Wet Pond #5- 04_07_08 Type 11 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 4
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #5
Drainage Area = 6.6 Acres
Impervious = 40%
[49] Hint: Tc<2dt may require smaller dt
Runoff = 11.04 cfs Q 12.11 hrs, Volume= 1.457 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (acl CN Description
6.070 98 Roads, Houses, & Driveways
9.110 61 Managed Open Space
15.180 76 Weighted Average
9.110 Pervious Area
6.070 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Direct
Subcatchment 1 S: Post-Dev.
Hydrograph
12
11.04 cfs
11
Type II; 24-hlr 1-Yr. 2~-Hr,
,o Rainfall=3.20•'
9 Runoff Area=15.180 ac
8
Runoff Volume1.4~7 of
7 Runoff Depth=#.15"
3 6
~° Tc=20.O m i n
5
4 CN=76
1
^ Runoft
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

Wet Pond #5- 04_07_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 5
HydroCADO 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 3S: Pre-Dev.
Pre-Development Inflow to Pond #5
Drainage Area = 15.18 Acres
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.28 cfs Q 12.46 hrs, Volume= 0.759 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
15.180 65 Woods/grass comb., Fair HSG B
15.180 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 150 0.0670 0.14 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
8.8 716 0.0740 1.36 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
27.1 866 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
4.28 CIs
Type II 24-hr #-Yr. 24-Hr
4
Rainfa11~3.20"
Runoff Area=15.180 ac
3 F~unoff Volume=0.759 of
Runoff Depth=0.60'
2 ~ Flow Length=866'
Tc=27.1 min
CN=65
1
^ Runoff
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Ttme (hours)

Wet Pond #5- 04_07_08 Type 11 24-hr 1-Yr. 24-Hr. Rainfall-3.20"
Prepared by {enter your company name here} Page 6
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #5
Inflow Area = 15.180 ac, Inflow Depth = 1.15" for 1-Yr. 24-Hr. event
Inflow = 11.04 cfs @ 12.11 hrs, Volume= 1.457 of
Outflow = 1.57 cfs @ 13.91 hrs, Volume= 1.451 af, Atten= 86%, Lag= 108.1 min
Primary = 1.57 cfs @ 13.91 hrs, Volume= 1.451 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Peak Elev= 245.04' @ 13.91 hrs Surf.Area= 14,259 sf Storage= 36,440 cf
Plug-Flow detention time= 1,628.9 min calculated for 1.451 of (100% of inflow)
Center-of-Mass det. time= 1,626.0 min (2,490.5 - 864.6 )
V_ olume Invert Avail.Storage Storage Description
#1 242.00' 69,070 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
242.00 8, 364 0 0
242.50 10,306 4,668 4,668
243.00 11, 547 5, 463 10,131
244.00 12, 845 12,196 22, 327
245.00 14,200 13,523 35,849
246.00 15,610 14,905 50,754
247.00 17,077 16,344 67,098
247.10 22, 376 1, 973 69, 070
Device Routing Invert Outlet Devices
#1 Primary 237.00' 18.0" x 227.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 230.00' S= 0.0308 '/' Cc= 0.900 n= 0.024
#2 Device 1 242.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 245.00' 0.27' x 0.83' Horiz. Overflow Grate w/Open Slots X 4.00 columns
X 5 rows Limited to weir flow C= 0.600
#4 Secondary 246.00' 16.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.34 cfs @ 13.91 hrs HW=245.04' (Free Discharge)
L1=Culvert (Passes 1.34 cfs of 13.19 cfs potential flow)
~2=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.28 fps)
3=Overflow Grate w/Open Slots (Weir Controls 1.16 cfs @ 0.65 fps)
econdary OutFlow Max=0.00 cfs @ 1.00 hrs HW=242.00' (Free Discharge)
=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

Wet Pond #5- 04_07_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 7
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #5
Hydrograph
12
,o
9
N
V
O
LL
Inflow Area=15.180 ac
Peak Elev=245.04'
Storage=36,440 cf
^ Inflow
^ Outflow
®Primary
^ Seconds ry
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

Wet Pond #5- 04_07_08 Type Il 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 8
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Time span=1.00-144.00 hrs, dt=0.50 hrs, 287 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1 S: Post-Dev. Runoff Area=15.180 ac Runoff Depth=1.44"
Tc=20.0 min CN=76 Runoff=14.21 cfs 1.819 of
Subcatchment 3S: Pre-Dev. Runoff Area=15.180 ac Runoff Depth=0.81"
Flow Length=866' Tc=27.1 min CN=65 Runoff=6.00 cfs 1.018 of
Pond 2P: Wet Pond #5 Peak Elev=245.14' Storage=37,780 cf Inflow=14.21 cfs 1.819 of
Primary=7.09 cfs 1.813 of Secondary=0.00 cfs 0.000 of Outflow=7.09 cfs 1.813 of
Total Runoff Area = 30.360 ac Runoff Volume = 2.838 of Average Runoff Depth =1.12"
80.01% Pervious Area = 24.290 ac 19.99% Impervious Area = 6.070 ac

Wet Pond #5- 04_07_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 9
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #5
Drainage Area = 6.6 Acres
Impervious = 40%
[49] Hint: Tc<2dt may require smaller dt
Runoff = 14.21 cfs @ 12.10 hrs, Volume= 1.819 af, Depth= 1.44"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr First Flush Rainfall=3.60"
Area (act CN Description
6.070 98 Roads, Houses, & Driveways
9.110 61 Managed Open Space
15.180 76 Weighted Average
9.110 Pervious Area
6.070 Impervious Area
Tc Length Slope Velocity Capacity Description
_(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Direct
Subcatchment 1 S: Post-Dev.
1E
,q
ie
,a
N
0
LL
Hydrograph
14.21 cfs
Type .1.124-hr First Flush
Rainfall=3.60••
Runoff Area_15.180 ac
Runoff Volume=l.8~ 9 gat
Runoff Depth-1.44"
Tc=20.0 min
CN=76
^ Runoff
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Tlme (hours)

Wet Pond #5- 04_07_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 10
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Subcatchment 3S: Pre-Dev.
Pre-Development Inflow to Pond #5
Drainage Area = 15.18 Acres
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.00 cfs @ 12.44 hrs, Volume= 1.018 af, Depth= 0.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Type II 24-hr First Flush Rainfall=3.60"
Area (ac) CN Description
15.180 65 Woods/grass comb., Fair, HSG B
15.180 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 150 0.0670 0.14 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
8.8 716 0.0740 1.36 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fns
27.1 866 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
N
3
0
LL
1
6.00 cfs
:Type II 24-hlr First.... F~ust~
Railnfa11~360"
Runoff Area=15.180 ac
Runoff Volume=1.0~8:af
Runoff Depth~0.81
Flow Length-866'
Tc=27.1 m i n
CN=65
^ Runoff
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 BO 85 90 95 100105110115120125130135140
Time (hours)

Wet Pond #5- 04_07_08 Type 11 24-hr First Flush Rainfall=3.60''
Prepared by {enter your company name here} Page 11
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #5
Inflow Area = 15.180 ac, Inflow Depth = 1.44" for First Flush event
Inflow = 14.21 cfs @ 12.10 hrs, Volume= 1.819 of
Outflow = 7.09 cfs @ 13.00 hrs, Volume= 1.813 af, Atten= 50%, Lag= 54.0 min
Primary = 7.09 cfs @ 13.00 hrs, Volume= 1.813 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-144.00 hrs, dt= 0.50 hrs
Peak Elev= 245.14' @ 13.00 hrs Surf.Area= 14,390 sf Storage= 37,780 cf
Plug-Flow detention time= 1,292.0 min calculated for 1.807 of (99% of inflow)
Center-of-Mass det. time= 1,308.2 min (2,166.2 - 857.9 )
Volume Invert Avail.Storage Storage Description
#1 242.00' 69,070 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
242.00 8, 364 0 0
242.50 10,306 4,668 4,668
243.00 11,547 5,463 10,131
244.00 12,845 12,196 22,327
245.00 14,200 13,523 35,849
246.00 15, 610 14, 905 50, 754
247.00 17,077 16,344 67,098
247.10 22, 376 1, 973 69, 070
Device Routing Invert Outlet Devices
#1 Primary 237.00' 18.0" x 227.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 230.00' S= 0.0308 '/' Cc= 0.900 n= 0.024
#2 Device 1 242.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 245.00' 0.27' x 0.83' Horiz. Overflow Grate w/Open Slots X 4.00 columns
X 5 rows Limited to weir flow C= 0.600
#4 Secondary 246.00' 16.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=7.33 cfs @ 13.00 hrs HW=245.14' (Free Discharge)
L =Culvert (Passes 7.33 cfs of 13.24 cfs potential flow)
~2_Orifice/Grate (Orifice Controls 0.18 cfs @ 8.41 fps)
3_Overflow Grate w/ Open Slots (Weir Controls 7.14 cfs @ 1.20 fps)
econdary OutFlow Max=0.00 cfs @ 1.00 hrs HW=242.00' (Free Discharge)
=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

Wet Pond #5- 04_07_08 Type 11 24-hr First Flush Rainfall=3.60"
Prepared by {enter your company name here} Page 12
HydroCAD® 8.00 s/n 004959 ©2006 HVdroCAD Software Solutions LLC 4/8/2008
Pond 2P: Wet Pond #5
Hydrograph
^ Inflow
~ Outflow
® Primary
[~ Secondary
H
V
3
O
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

~.z4 ~ I / ~ ~ ~ I I ~ ~ ~
-~
~ 1 I I T~ ~ ~ ~ >~ y~
~, ~ ' ', I i ~ ~ ~~~ ~'~\ ~~,A ~ I , I it ~ -- -- , , I, ' I ~~ ~, ~`
~ ~~~, ~ ~ l 1 I ~~` ,
<< < \~v~ 1 ~ i l , ~ \\o ,
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~~VAA ~~~~~ ,A\V\~AV~,,~` ~A l~, t ~ I ~ ~~~ ~~\~ ~ \\ ,\~~~~,,
.III III i ~ ~ ,~ ~`+~\
~~~
\ ~~ \ ~ \\
VA ~ I ~~ ~ I l ~~ i ~ ~ A \ \ ~ I A ,~ I A ~ I V \ \~ ~ " ;~
~~ I I I I ~ ~ ~ bJ
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o ~
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r
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~ i Z
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I' Illl i II III II t ~ I ~~ ~ \ v , A \ \ ~ ~, A ~, .~ ~ `~ ~ ~ ~~ ~~ ~~ ~~ ~~ ~ ~ ~~, ~ ~`;`'~
~f~ll ~~illl it ~ I \ V~ ; ~ ,~A V'y \ \ \ v` v ~~ ~ ~~ A , , ~~~ ~ ', ~, ~~~; ~ ~ u
~ 1 ~ ~ ~~ ~~ ~ ~ ~ ~ ~ / A~
~ ~ , ~
f,l` ~ ~

Permit Number_________
Ito be provided by DWq)
c'~F WATFh,O
~~ O G
~ 9
,...r. ~ >
NCDENR ° ~ ~~
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all the required information.
I. PRbJECT INFORMATION
Project name Summerwinds Plantation
Contact name Mr. Ron Mikesh
Phone number 919-291-5517
Date April 7, 2008
Drainage area number Stormwater Wetland #3
~,, ,~
U. DESIGN INFORMATiQN ~ ``~ `~ .
~. ~ ~.- a. „ ,-r~' ~.. ~~ ~~' ~,,~,
Site Characteristics
Drainage area 467,643.00 ff2
Impervious area 187,057.20 ft2
Percent impervious 40.0%
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume (temporary pool volume)
Depth of temporary pool/ponding depth (DP,a~s)
Drawdown time
Diameter of orifice
Coefficient of discharge (Cp) used in orifice diameter
calculation
Driving head (H°) used in the orifice diameter calculation
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
3.20 in
N/A in/hr
5.77 ft3/sec
13.23 ft3/sec
7.46 ft3/sec
9,421.00 ft3
OK
12.00 in OK
2.00 days OK
3.00 in
0.60 (unitless)
0.66 ft
in
ft3
ft3
:.3
ft3
Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
OK
Form SW401-Wetland-Rev.2 Parts I and II. Project Design Summary, Page 1 of 3

Permit Number_ ___
(to be provided by OWO)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The Forebay surface area percentage is:
Non-Forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
16,059.00 ft`
6,200.00 ft2
0.39 °~°
6,599.00 ftZ
0.41 °,o
1,660.00 ft`
0.10 °io
1,600.00 ft2
0.10 °'°
16,059.00 ft2
0.00 ft2
OK
OK
OK
OK
OK
OK
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6+inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious (4'inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5° dbh)
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4`inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
270.00 fmsl
269.00 fmsl
268.50 imsl
267.00 fmsl
266.00 fmsl
(Y or N)
fmsl
Y
6.00 in
12.00 in OK
6.00 in OK
18.00 in OK
30.00 in OK
N (Y or N) OK
486
324
81
Form SW401-Wetland-f~ev.2 Parts I and II. Project Design Summary, Page 2 of 3

Permit Number__ _
jto be provided by DWO)
Additional Information
Can the design volume be contained? Y (Y or N) OK
Does volume in excess of the design volume flow evenly

distributed through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 32.00 ft
Are calculations for supporting the design volume provided in the

application? Y (Y or N) OK
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a recorded drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
The length to width ratio is: 1.85 :1 OK
Approximate wetland length 178.00 ft
Approximate wetland width 96.00 ft

Approximate surface area using length and width provided
17, 2
088.00 ft This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? Y (Y or N) OK
Form SW401-Wetland-Rev.2 Parts I and II. Project Design Summary, Page 3 of 3

ETHE.RILL
559 Jones Franklin Road, Suite I64
Raleigh, North Carolina 27606
Phone: [phone] Fax; 919-85]-8107
1209 Floral Parkway, Suite B
Wilmington, North Carolina 28403
Phone:[phone] Fax:[phone]
SliBJECT STe~r+w~se.a. ~./es/,~n„~~F3 PROJECT 5~-r+mGtw~~rds
LOC,4TION
PREPARED BY GSP DATE 4/ZfD6 STATION
CHECKED BY DATE SHEET OF
T rte/ A~.N,~ac AsE~~ lvp~bF3 SFr /o. 7sq~
~Pa~vic~s '/. 40 Y.
Ry wa, s./ GV,tTta. O~ /rn~ Voluble
-._._
~v.: 0.05+ D.oo91 t) ~ , 05 ~- • coe($o~
~v. o. 4!o L,,,/r,...
Vo%c. R~9'~~ ~iN ~ d. Wit.,/w. ,~t ~!' ~ /0.75ac
/2'v
O. 3(07 3 n c F-r
~~0i o0 o Fy- _
Sc.~QCC Ansa /2 et'a~ r Qv ~! ~G oo~o ~r 3
__,
/Fs
SA . /~ paa FT't'

3S
1S
Pre-Dev. ost-Dev
2P
Stormwater Wetland -
#3
Subcat Reach1 on Link
J

Stormwater Wetland - #3_04_02_08
Prepared by {enter your company name here} Page 2
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Area Listing (all nodes)
Area (acres) CN Description (subcats)
6.450 61 Managed Open Space (1S)
10.750 65 Woods/grass comb., Fair, HSG B (3S)
4.300 98 Roads, Houses, Driveways (1S)
21.500

Stormwater Wetland - #3_04_02_08 Type 11 24-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=10.750 ac Runoff Depth=0.41"
Tc=20.0 min CN=76 Runoff=4.07 cfs 0.371 of
Subcatchment 3S: Pre-Dev. Runoff Area=10.750 ac Runoff Depth=0.14"
Flow Length=525' Tc=19.4 min CN=65 Runoff=0.50 cfs 0.121 of
Pond 2P: Stormwater Wetland - #3 Peak Elev=269.69' Storage=9,421 cf Inflow=4.07 cfs 0.371 of
Primary=0.18 cfs 0.369 of Secondary=0.00 cfs 0.000 of Outflow=0.18 cfs 0.369 of
Total Runoff Area = 21.500 ac Runoff Volume = 0.492 of Average Runoff Depth = 0.27"
80.00% Pervious Area =17.200 ac 20.00% Impervious Area = 4.300 ac

Stormwater Wetland - #3_04_02_08 Type 11 24-hr 1 "Runoff Rainfall-2.00"
Prepared by {enter your company name here} Page 4
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
°% Impervious = 40%
Runoff = 4.07 cfs Q 12.16 hrs, Volume= 0.371 af, Depth= 0.41"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (act CN Descriotion
4.300 98 Roads, Houses, Driveways
6.450 61 Managed Open Space
10.750 76 Weighted Average
6.450 Pervious Area
4.300 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1 S: Post-Dev.
Hydrograph
® Runoff
Vl
3
0
LL

Type 11 24-hr 1" Runoff
Rainfall=2.00..."
Runoff Area=10.750 ac
Runoff Volume=0.371 of
Runoff Depth-0.:41 "
Tc=20.0 min
CN-76
o
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #3_04_02_08 Type 11 24-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 5
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
°i° Impervious = 40%
Runoff = 0.50 cfs @ 12.24 hrs, Volume= 0.121 af, Depth= 0.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (ac) CN Description
10.750 65 Woods/grass comb., Fair, HSG B
10.750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 150 0.1133 0.17 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
4.6 375 0.0750 1.37 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fqs
19.4 525 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
°.
0~5 Type II ~4-hlr 1 " Runoff
0.45 Rainfall=2.00."
°~4 Runoff Area=10.750 ac
°.35 ~ Rlunoff Volume-0.121 of
°.3 ~ Runoff Depth_0.14"
3
LL 0.25. ~ Flow Length=525'
°.2 Tc=19.4 min
0.15 CN=65
0.1 '
® Runoff
0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #3_04_02_08 Type 11 24-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Inflow Area = 10.750 ac, Inflow Depth = 0.41" for 1" Runoff event
Inflow = 4.07 cfs @ 12.16 hrs, Volume= 0.371 of
Outflow = 0.18 cfs @ 18.71 hrs, Volume= 0.369 af, Atten= 96%, Lag= 393.4 min
Primary = 0.18 cfs @ 18.71 hrs, Volume= 0.369 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 269.69' @ 18.71 hrs Surf.Area= 16,985 sf Storage= 9,421 cf
Plug-Flow detention time= 778.5 min calculated for 0.369 of (100% of inflow)
Center-of-Mass det. time= 776.0 min (1,675.6 - 899.6 )
Volume Invert Avail.Storage Storage Description
#1 269.00' 80,824 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
269.00 9,600 789.0 0 0 9,600
269.50 16,059 494.0 6,346 6,346 39,721
270.00 18,606 525.0 8,658 15,004 42,247
271.00 20,210 544.0 19,402 34,407 43,950
272.00 21, 870 563.0 21, 035 55, 441 45, 713
273.00 23,587 582.0 22,723 78,164 47,536
273.10 29,718 645.0 2,659 80,824 53,688
Device Routing Invert Outlet Devices
#1 Primary 265.00' 18.0" x 60.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 259.00' S= 0.1000 '/' Cc= 0.900 n= 0.024
#2 Device 1 269.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 270.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 271.00' 20.0' long Sharp-Crested Rectangular Weir 2 E nd Contraction(s)
Primary OutFlow Max=0.18 cfs @ 18.71 hrs HW=269.69' (Free Discharge)
L =Culvert (Passes 0.18 cfs of 16.88 cfs potential flow)
~2_Orifice/Grate (Orifice Controls 0.18 cfs @ 3.61 fps)
3-Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 2.00 hrs HW=269.00' (Free Discharge)
=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)

Stormwater Wetiand - #3_04_02_08 Type lI 24-hr i " Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 7
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetiand - #3
Hydrograph
^ Inflow
L7 Outflow
~ Primary
L7 Secondary
N
V
O
LL
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 65 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #3_04_02_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 8
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=10.750 ac Runoff Depth=1.15"
Tc=20.0 min CN=76 Runoff=13.23 cfs 1.032 of
Subcatchment 3S: Pre-Dev. Runoff Area=10.750 ac Runoff Depth=0.60"
Flow Length=525' Tc=19.4 min CN=65 Runoff=5.77 cfs 0.538 of
Pond 2P: Stormwater Wetland - #3 Peak Elev=270.21' Storage=18,855 cf Inflow=13.23 cfs 1.032 of
Primary=3.12 cfs 1.030 of Secondary=0.00 cfs 0.000 of Outflow=3.12 cfs 1.030 of
Total Runoff Area = 21.500 ac Runoff Volume =1.570 of Average Runoff Depth = 0.88"
80.00% Pervious Area = 17.200 ac 20.00% Impervious Area = 4.300 ac

Stormwater Wetland - #3_04_02_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 9
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1S: Post-Dev.
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
Impervious = 40%
Runoff = 13.23 cfs C~ 12.14 hrs, Volume= 1.032 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Descriotion
4.300 98 Roads, Houses, Driveways
6.450 61 Managed Open Space
10.750 76 Weighted Average
6.450 Pervious Area
4.300 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1S: Post-Dev.
Hydrograph
14 13.23 cfs
,3 ~~ Type 11.24-hr 1-Yr. 24-Hr.
12 Rainfa11~3.20"
10 ~ ~ Runoff Ar~a~10.750 ac
9 ,
Runoff Volume-1.b32 of
v g
y Runoff Depth=1.15"
LL
° ' Tc=20:0 m i n
6 `
~' CN~76
5
1
f8 Runoff
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #3_04_02_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 10
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
Impervious = 40%
Runoff = 5,77 cfs @ 12.16 hrs, Volume= 0.538 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
10.750 65 Woods/grass comb,, Fair, HSG B
10.750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 150 0.1133 0.17 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
4.6 375 0.0750 1.37 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
19.4 525 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
® Runoff
N
°
LL
Type 1124-hr 1-Yr. 24-Hr.
Rainfa11~3.20"
Runoff Area=10.750 ac
Runoff Volume=0.538 of
:Runoff. Depth-0.60''
Flow Length=525'
Tc=19.4 min
CN-65
o
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Tlme (hours)

Stormwater Wetland - #3_04_02_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 11
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Inflow Area = 10.750 ac, Inflow Depth = 1.15" for 1-Yr. 24-Hr. event
Inflow = 13.23 cfs @ 12.14 hrs, Volume= 1.032 of
Outflow = 3.12 cfs @ 12.61 hrs, Volume= 1.030 af, Atten= 76%, Lag= 28.1 min
Primary = 3.12 cfs @ 12.61 hrs, Volume= 1.030 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 270.21' @ 12.61 hrs Surf.Area= 18,930 sf Storage= 18,855 cf
Plug-Flow detention time= 536.6 min calculated for 1.029 of (100% of inflow)
Center-of-Mass det. time= 537.4 min (1,402.6 - 865.2 )
Volume Invert Avail.Storage Storage Description
#1 269.00' 80,824 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
269.00 9,600 789.0 0 0 9,600
269.50 16,059 494.0 6,346 6,346 39,721
270.00 18,606 525.0 8,658 15,004 42,247
271.00 20,210 544.0 19,402 34,407 43,950
272.00 21,870 563.0 21,035 55,441 45,713
273.00 23, 587 582.0 22, 723 78,164 47, 536
273.10 29,718 645.0 2,659 80,824 53,688
Device Routing Invert Outlet Devices
#1 Primary 265.00' 18.0" x 60.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 259.00' S= 0.1000'/' Cc= 0.900 n= 0.024
#2 Device 1 269.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 270.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 271.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=3.10 cfs @ 12.61 hrs HW=270.20' (Free Discharge)
L =Culvert (Passes 3.10 cfs of 17.96 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.00 fps)
3-Orifice/Grate (Weir Controls 2.86 cfs @ 1.48 fps)
econdary OutFlow Max=0.00 cfs @ 2.00 hrs HW=269.00' (Free Discharge)
=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)

Stormwater Wetland - #3_04_02_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 12
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Hydrograph
13.23 cfs
Inflow Area=10.750 ac
14- Peak ~lev=270.21'
13
,2 Storage=18,855 cf
11
10
N ,
8
0 7
LL
3.12 cfs
3.72 cfs ..r
~/ ~
^ Inflow
Outflow
t~! Primary
^ Secondary
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #3_04_02_08 Type 11 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 13
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=10.750 ac Runoff Depth=5.52"
Tc=20.0 min CN=76 Runoff=65.31 cfs 4.948 of
Subcatchment 3S: Pre-Dev. Runoff Area=10.750 ac Runoff Depth=4.22"
Flow Length=525' Tc=19.4 min CN=65 Runoff=51.00 cfs 3.780 of
Pond 2P: Stormwater Wetland - #3 Peak Elev=271.66' Storage=48,119 cf Inflow=65.31 cfs 4.948 of
Primary=20.69 cfs 4.109 of Secondary=34.89 cfs 0.836 of Outflow=55.57 cfs 4.946 of
Total Runoff Area = 21.500 ac Runoff Volume = 8.728 of Average Runoff Depth = 4.87"
80.00% Pervious Area = 17.200 ac 20.00% Impervious Area = 4.300 ac

Stormwater Wetland - #3_04_02_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40'
Prepared by {enter your company name here} Page 14
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
Impervious = 40%
Runoff = 65.31 cfs @ 12.12 hrs, Volume= 4.948 af, Depth= 5.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
4.300 98 Roads, Houses, Driveways
6.450 61 Managed Open Space
10.750 76 Weighted Average
6.450 Pervious Area
4.300 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1 S: Post-Dev.
Hydrograph
~ Runoif
°° Type; II 24-hr 1 QO-Yr. 24-Hr.
so ~ s
Rainfall-8.40"
55
50 Runoff Area-10.75p ac
45 - Runoff Volume:-4:948 of
4o Y Runoff Depth=5.52"
35 Tc-20.0 m n
LL
30 CN-76
............... ... T,,,
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #3_04_02_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 15
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #3
Drainage Area = 10.75 Acres
Impervious = 40%
Runoff = 51.00 cfs @ 12.12 hrs, Volume= 3.780 af, Depth= 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
10.750 65 Woods/grass comb., Fair, HSG B
10.750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 150 0.1133 0.17 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
4.6 375 0.0750 1.37 Shallow Concentrated Flow, Shallow Concentrated Flow
_ _ Woodland Kv= 5.0 fns
19.4 525 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
55
si.oa ds
50 ~~ Type II 24-hr 100-Yr. 24-Hr.
45 s: Rainfall_8.4O"
40 Runoff Area=10.750 ac
35 Runoff Volume=3.780 of
3o Runoff Depth.-4.22"
3 Flow Length=525'
tLL 25
Tc=19.4 min
20-
CN=65
15
1
® Runoff
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #3_04_02_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 16
~roCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Inflow Area = 10.750 ac, Inflow Depth = 5.52" for 100-Yr. 24-Hr. event
Inflow = 65.31 cfs @ 12.12 hrs, Volume= 4.948 of
Outflow = 55.57 cfs @ 12.22 hrs, Volume= 4.946 af, Atten= 15%, Lag= 5.6 min
Primary = 20.69 cfs @ 12.22 hrs, Volume= 4.109 of
Secondary = 34.89 cfs @ 12.22 hrs, Volume= 0.836 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 271.66' @ 12.22 hrs Surf.Area= 21,299 sf Storage= 48,119 cf
Plug-Flow detention time= 133.6 min calculated for 4.944 of (100% of inflow)
Center-of-Mass det. time= 135.4 min (955.3 - 819.9 )
Volume Invert Avail.Storage Storage Description
#1 269.00' 80,824 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq ft)
269.00 9,600 789.0 0 0 9,600
269.50 16, 059 494.0 6, 346 6, 346 39, 721
270.00 18,606 525.0 8,658 15,004 42,247
271.00 20,210 544.0 19,402 34,407 43,950
272.00 21, 870 563.0 21, 035 55, 441 45, 713
273.00 23,587 582.0 22,723 78,164 47,536
273.10 29, 718 645.0 2, 659 80, 824 53, 688
Device Routing Invert Outlet Devices
#1 Primary 265.00' 18.0" x 60.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outle t Invert= 259.00' S= 0.1000 '/' Cc= 0.900 n= 0.024
#2 Device 1 269.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 270.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 271.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=20.67 cfs @ 12.22 hrs HW=271.65' (Free Discharge)
L =Culvert (Inlet Controls 20.67 cfs @ 11.70 fps)
~2=Orifice/Grate (Passes < 0.38 cfs potential flow)
3-Orifice/Grate (Passes < 43.73 cfs potential flow)
econdary OutFlow Max=34.15 cfs @ 12.22 hrs HW=271.65' (Free Discharge)
=Sharp-Crested Rectangular Weir (Weir Controls 34.15 cfs @ 2.64 fps)

Stormwater Wetland - #3_04_02_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 17
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #3
Hydrograph
^ Inflow
© Outflow
~ Primary
Secondary
N
u
3
0
LL
5 to 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

.~
4 ~~~~~8
~~
~ - /j/ - ti- - ~ _
_~~v\~ _ -~~~-- --_; =_--- -\~% \ \~* _ ~ ~ ~~ Iii !~l
i
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~. ~ ~`~ . ~~ ~` ~ l l/ 11 11 / l ~ l~ ~ ~' ~ l ~ ~~ ~~l
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1 , ~~ ~ ~ ~\ ~/ ~ ~ ~ ~ ~

Permit Number_________
ito be provided by DWQ)
~jO~F~~W A TE9
~~~ OCOG
~~.,..- `- ~ r
+rr~ ~ _ -,
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This (orm must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Summerwinds Plantation
Contact name Mr. Ron Mikesh
Phone number 919-291-5517
Date April 7, 2008
Drainage area number Stormwater Wetland #2
,.
R: _ • . , r .
II.,.OESIC~N'INFORMATION~ , . ., .,; .,
Site Characteristics
Drainage area 696,960.00 ft2
Impervious area 230,868.00 ft2
Percent impervious 33.1%
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth 3.20 in
1-yr, 24-hr intensity N/A in/hr
Pre-development 1-yr, 24-hr runoff 5.11 ft3/sec
Post-development 1-yr, 24-hr runoff 16.31 ft3/sec
Pre/Post 1-yr, 24-hr peak control 11.20 ft3/sec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 11,506.00 ft3
Depth of temporary pool/ponding depth (DP,a~,s) 12.00 in
Drawdown time 2.20 days
Diameter of orifice 3.00 in
Coefficient of discharge (Co) used in orifice diameter
calculation 0.60 (unitless)
Driving head (H°) used in the orifice diameter calculation 0.66 ft
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required (t3
Volume provided ft3
OK
OK
OK
Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
OK
Form SW401-Wetland•Rev.2 Parts I and II. Project Design Summary, Page 1 of 3

Permit Number__________
Ito be provided by DWQ)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland 20,220.00 ft` OK
Shallow Land 8,039.00 ft` OK
The shallow land percentage is: 0.40 °~
Shallow Water 8,165.00 ft2 OK
The shallow water percentage is: 0.40 °o
Deep Pool
Forebay portion of deep pool (pretreatment) 2,313.00 ft2 OK
The forebay surface area percentage is: 0.11 °~o
Non-forebay portion of deep pool 1,703.00 ft2 OK
The non-forebay deep pool surface area percentage is: 0.08 °o
Total of wetland zone areas 20,220.00 ft2 OK
Add or subtract the following area from the zones 0.00 ftz
Topographic Zone Elevations
Temporary Pool
Shallow Land (top) 249.00 fmsl
Permanent Pool
Shallow Water (top) 248.00 fmsl
Deep Pool (top) 247.50 fmsl
Most shallow point of deep pool's bottom 246.00 fmsl
Deepest point of deep pool's bottom 245.00 fmsl
Design must meet one of the following two options:
This design meets Option #1,

Deep pool is 6}inches below SLWT, If yes: (Y or N)
SLWT (Seasonally Low Water Table) fmsl
This design meets Option #2,
Has a clay liner Y
If yes:
Depth of topsoil above clay liner 6.00 in
Topographic Zone Depths
Temporary Pool
Shallow Land 12.00 in OK
Permanent Pool
Shallow Water 6.00 in OK
Deep Pool (shallowest) 18.00 in OK
Deep Pool (deepest) 30.00 in OK
Planting Plan
Are cattails included in the planting plan? N (Y or N) OK
Number of Plants in planting plan recommended:
Herbacious (4'inch diameter) 612
Shrubs/small trees (1 gallon or larger) 408
Trees (1.5" dbh) 102
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4~inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
Porm SW401-Wetland-Rev 2 Parts I and II. Project Design Summary, Page 2 of 3

Permit Number__
(to be provided by DWO)
Additional Information
Can the design volume be contained? Y (Y or N) OK
Does volume in excess of the design volume flow evenly

distributed through a vegetated filter? y (Y or N) OK
What is the length of the vegetated filter? 29,00 ft
Are calculations for supporting the design volume provided in the

application? Y (Y or N) OK
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a recorded drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
The length to width ratio is: 2.09 :1 OK
Approximate wetland length 207.00 ft
Approximate wetland width 99.00 ft

Approximate surface area using length and width provided z
20,493.00 ft This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? Y (Y or N) OK
Form SW401-Wetland-Rev.2 Parts I and II. Project Design Summary, Page 3 of 3

ETF•0~RlLL
559 Jones Franklin Road, Suite 164
Raleigh, North Carolina 27606
Phone:[phone] Fas:919-851-8107
]209 Floral Park~rav, Suitc B
VFilmington, North Carolina 28403
Phoue:910-799-5682 Fax:910-~99-5684
D~~ I b 4 c. TD rA I
SUBJECT S?Q~D/ti~,i-'~wM'*Gti ~/Cf~ANd C.t~GS PROJECT Sua-TenwinrdS
LOCATION ~L25 C1~-
PREPARED BY_ G SP DATE 3lZelos STATION
CHECKED BY DA
3
.__--
1 ~c
2c~wM1ad Wa•ra-~ Qual-TY VoluM~
Rv~ O.oS+ a•oo9 (_~ _ •05 + . aoq(33~
°~ 3 ~-7 w, I,,..
Vc1u,..e 2 eQ~p _ I ~,.•. ~ 0.347~~,,,,, '~ !.- x IbAc
t2~~
o, q-y, 2 7 A c- Fr
2a~ X54 ~r3
sur~PPGE AtiEA 2EQ~A'% Qvol _ 2o~~s4~t3
,()piA,~-r5 t ~T
Z o~ i 5 4 FtZ
SHEET _OF
PGfLIhArrLNT POD' ~ E~ 2 4S.cb~

3S
Pre-Dev.
1S
ost-Dev
2P
Stormwater Wetland -
Phase 2
Subcat CReach on Llnk~

Stormwater Wetland -Phase 2_03_28_08
Prepared by {enter your company name here} Page 2
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Area Listing (all nodes)
Area (acres) CN Description (subcats)
10.740 61 Managed Open Space (1 S)
16.000 65 Woods/grass comb., Fair, HSG B (3S)
3.520 98 Houses & Driveways (1 S)
1.740 98 Roads (1 S )
32.000

Stormwater Wetland -Phase 2_03_28_08 Type 11 24-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=16.000 ac Runoff Depth=0.32"
Tc=20.0 min CN=73 Runoff=4.12 cfs 0.427 of
Subcatchment 3S: Pre-Dev. Runoff Area=16.000 ac Runoff Depth=0.14"
Flow Length=987' Tc=40.3 min CN=65 Runoff=0.54 cfs 0.180 of
Pond 2P: Stormwater Wetland -Phase 2 Peak Elev=248.67' Storage=11,506 cf Inflow=4.12 cfs 0.427 of
Primary=0.17 cfs 0.423 of Secondary=0.00 cfs 0.000 of Outflow=0.17 cfs 0.423 of
Total Runoff Area = 32.000 ac Runoff Volume = 0.607 of Average Runoff Depth = 0.23"
83.56% Pervious Area = 26.740 ac 16.44% Impervious Area = 5.260 ac

Stormwater Wetland -Phase 2_03_28_08 Type 11 24-hr 1 "Runoff Rainfall-2.00"
Prepared by {enter your company name here} Page 4
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1S: Post-Dev.
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
°'o Impervious = 33%
Runoff = 4.12 cfs @ 12.17 hrs, Volume= 0.427 af, Depth= 0.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (ac) CN Descriotion
1.740 98 Roads
3.520 98 Houses & Driveways
10.740 61 Managed Open Space
16.000 73 Weighted Average
10.740 Pervious Area
5.260 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1 S: Post-Dev.
Hydrograph
® Runoff
4~ Type 1124-h r 1" F~ u n off
Rainfall-2.00"
Runoff Area=16.000 ac
3 ~~ Runoff Volume=0.427 of
V Runoff Depth=0.32."
~° 2-- - Tc_20.0 min
CN=73
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 5
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
Impervious = 33%
Runoff = 0.54 cfs @ 12.63 hrs, Volume= 0.180 af, Depth= 0.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (ac) CN Description
16.000 65 Woods/grass comb., Fair, HSG B
16.000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 150 0.0267 0.09 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
13.8 837 0.0406 1.01 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fos
40.3 987 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
0.55 o.ea as
Type II 24-hr 1 " Runoff
0.5
Rainfall-2.00"
0.45
Runoff Area=16.000 ac
0.4
Runoff: Volume=0.180 of
0.35
Runoff Depth=0..14"
3 0.3
LL 0.25 Flow Length=987'
0 2 Tc=40.3 min
0.15 ~ CN=65
~.,
0.05
® Runoff
2.-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland -Phase 2
Inflow Area = 16.000 ac, Inflow Depth = 0.32" for 1" Runoff event
Inflow = 4.12 cfs @ 12.17 hrs, Volume= 0.427 of
Outflow = 0.17 cfs @ 20.91 hrs, Volume= 0.423 af, Atten= 96%, Lag= 524.5 min
Primary = 0.17 cfs @ 20.91 hrs, Volume= 0.423 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 248.67' @ 20.91 hrs Surf.Area= 21,228 sf Storage= 11,506 cf
Plug-Flow detention time= 936.2 min calculated for 0.423 of (99% of inflow)
Center-of-Mass det. time= 933.0 min (1,849.5 - 916.4 )
Volume Invert Avail.Storage Storage Description
#1 248.00' 100,740 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
248.00 12,181 937.0 0 0 12,181
248.50 20,220 597.0 8,016 8,016 53,687
249.00 23,284 628.0 10,867 18,883 56,725
250.00 25,198 647.0 24,235 43,118 58,755
251.00 27,168 666.0 26,177 69,294 60,846
252.00 29,194 685.0 28,175 97,469 62,997
252.10 36,359 747.0 3,271 100,740 70,063
Device Routing Invert Outlet Devices
#1 Primary 244.00' 18.0" x 64.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 238.00' S= 0.0938'/' Cc= 0.900 n= 0.024
#2 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 249.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 250.00' 20.0' long Sharp-Crested Rectangular Weir 2 E nd Contraction(s)
Primary OutFlow Max=0.17 cfs @ 20.91 hrs HW=248.67' (Free Discharge)
t- =Culvert (Passes 0.17 cfs of 16.84 cfs potential flow)
~2=Orifice/Grate (Orifice Controls 0.17 cfs @ 3.55 fps)
3-Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 2.00 hrs HW=248.00' (Free Discharge)
=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)

Stormwater Wetland -Phase 2_03_28_08 Type 11 24-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 7
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland -Phase 2
Hydrograph
4
3
N '
V
0 2 ,
LL
1
0.17 cts
,7/,,:r ,.~ •! 0.17 cfs
0.00 cfs
0
Inflow Area=16.000 ac
Peak Elev-248.67'
Storage=11,506 cf
^ Inflow
CJ Outflow
d Primary
C] Secondary
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 B5 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 8
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=16.000 ac Runoff Depth=0.98"
Tc=20.0 min CN=73 Runoff=16.31 cfs 1.310 of
Subcatchment 3S: Pre-Dev. Runoff Area=16.000 ac Runoff Depth=0.60"
Flow Length=987' Tc=40.3 min CN=65 Runoff=5.11 cfs 0.801 of
Pond 2P; Stormwater Wetland -Phase 2 Peak Elev=249.21' Storage=23,782 cf Inflow=16.31 cfs 1.310 of
Primary=3.19 cfs 1.305 of Secondary=0.00 cfs 0.000 of Outflow=3.19 cfs 1.305 of
Total Runoff Area = 32.000 ac Runoff Volume = 2.111 of Average Runoff Depth = 0.79"
83.56% Pervious Area = 26.740 ac 16.44% Impervious Area = 5.260 ac

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 9
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
Impervious = 33°'0
Runoff = 16.31 cfs @ 12.14 hrs, Volume= 1.310 af, Depth= 0.98"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Descriotion
1.740 98 Roads
3.520 98 Houses & Driveways
10.740 61 Managed Open Space
16.000 73 Weighted Average
10.740 Pervious Area
5.260 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1 S: Post-Dev.
Hydrograph
® Runoff
~~ ic.aias
,6 Type II 24-hr 1-Yr. 24-Hr.
,5~ ~ Rainfall=3.20"
14
,3 ~ Runoff Area=16.000 ac
12
„ - Runoff Volume=1.10 of
'° 41 Runoff Depth-0.98"
39
LL 8 j Tc=20.0 m i n
CN=73
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Tlme (hours)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 10
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
°% Impervious = 33%
Runoff = 5.11 cfs @ 12.45 hrs, Volume= 0.801 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
16.000 65 Woods/grass comb., Fair, HSG B
16.000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 150 0.0267 0.09 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
13.8 837 0.0406 1.01 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
40.3 987 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
~ Runoff
5 Type II 24-hr 1-Yr. 24-Hr.
t:
Rainfa11~3.:20"
4 Runoff Area=16.000 ac
Runoff Volume=0.801 of
3 ~ ~ Runoff Depth-0.60"
,° Flow Length=987'
2-1 I E Tc=40.3 m i n
CN=65
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 11
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland -Phase 2
Inflow Area = 16.000 ac, Inflow Depth = 0.98" for 1-Yr. 24-Hr. event
Inflow = 16.31 cfs @ 12.14 hrs, Volume= 1.310 of
Outflow = 3.19 cfs @ 12.72 hrs, Volume= 1.305 af, Atten= 80%, Lag= 34.3 min
Primary = 3.19 cfs @ 12.72 hrs, Volume= 1.305 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 249.21' @ 12.72 hrs Surf.Area= 23,677 sf Storage= 23,782 cf
Plug-Flow detention time= 605.0 min calculated for 1.305 of (100% of inflow)
Center-of-Mass det. time= 602.6 min (1,477.6 - 875.1 )
Volume Invert Avail.Storage Storage Description
#1 248.00' 100,740 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
248.00 12,181 937.0 0 0 12,181
248.50 20,220 597.0 8,016 8,016 53,687
249.00 23,284 628.0 10,867 18,883 56,725
250.00 25,198 647.0 24,235 43,118 58,755
251.00 27,168 666.0 26,177 69,294 60,846
252.00 29,194 685.0 28,175 97,469 62,997
252.10 36,359 747.0 3,271 100,740 70,063
Device Routing Invert Outlet Devices
#1 Primary 244.00' 18.0" x 64.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 238.00' S= 0.0938'/' Cc= 0.900 n= 0.024
#2 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 249.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 250.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=3.18 cfs @ 12.72 hrs HW=249.21' (Free Discharge)
t- =Culvert (Passes 3.18 cfs of 17.97 cfs potential flow)
~2=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.01 fps)
3-Orifice/Grate (Weir Controls 2.93 cfs @ 1.49 fps)
econdary OutFlow Max=0.00 cfs @ 2.00 hrs HW=248.00' (Free Discharge)
=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 12
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland -Phase 2
Hydrograph
^ Inflow
C7 Outflow
Primary
^ Secondary
N
V
3
O
LL
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 13
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=16.000 ac Runoff Depth=5.17"
Tc=20.0 min CN=73 Runoff=91.32 cfs 6.888 of
Subcatchment 3S: Pre-Dev. Runoff Area=16.000 ac Runotf Depth=4.22"
Flow Length=987' Tc=40.3 min CN=65 Runoff=47.53 cfs 5.627 of
Pond 2P: Stormwater Wetland -Phase 2 Peak Elev=250.92' Storage=67,012 cf Inflow=91.32 cfs 6.888 of
Primary=20.45 cfs 5.257 of Secondary=56.77 cfs 1.625 of Outflow=77.22 cfs 6.882 of
Total Runoff Area = 32.000 ac Runoff Volume = 12.515 of Average Runoff Depth = 4.69"
83.56% Pervious Area = 26.740 ac 16.44% Impervious Area = 5.260 ac

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 14
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
°~o Impervious = 33%
Runoff = 91.32 cfs Q 12.12 hrs, Volume= 6.888 af, Depth= 5.17"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
1.740 98 Roads
3.520 98 Houses & Driveways
10.740 61 Managed Open Space
16.000 73 Weighted Average
10.740 Pervious Area
5.260 Impervious Area
Tc Length Slope Velocity Capacity Description
___~min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1 S: Post-Dev.
Hydrograph
® Runoff
9° Type 11 24-hr 100-Yr. 24-Hr.
95 - Rainfall.-8.40"
80 tx
~o - ~ Runoff Area=16.000 ac
65 Runoff Volume =6.88..8 of
y 60 Runo#f Depth-5.17"
v 55
3 50 °'. Tc=20.0 m i n
o
LL 45
40 ~ CN=73
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 15
HydroCAD® 8.00 s/n 004959 ©2006 HVdroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #1 in Phase 2
Drainage Area = 16.00 Acres
°% Impervious = 33°%
Runoff = 47.53 cfs Q 12.38 hrs, Volume= 5.627 af, Depth= 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
16.000 65 Woods/grass comb., Fair, HSG B
16.000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 150 0.0267 0.09 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
13.8 837 0.0406 1.01 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fos
40.3 987 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
® Runoff
45~ ~ ~.~' Type II 24-hr 100-Yr. 24-Hr.
Rainfall=8.40"
4° Runoff Area=16.000 ac
35 ~ Runoff Volume-=5.627 of
30 ~ a~ Runoff Depth.4,22"
0 25_ ~ Flow Length=987'
LL
2° ~ Tc-40.3 min
CN=65
o
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40''
Prepared by {enter your company name here} Page 16
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland -Phase 2
Inflow Area = 16.000 ac, Inflow Depth = 5.17" for 100-Yr. 24-Hr. event
Inflow = 91.32 cfs @ 12.12 hrs, Volume= 6.888 of
Outflow = 77.22 cfs @ 12.22 hrs, Volume= 6.882 af, Atten= 15%, Lag= 5.6 min
Primary = 20.45 cfs @ 12.22 hrs, Volume= 5.257 of
Secondary = 56.77 cfs @ 12.22 hrs, Volume= 1.625 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 250.92' @ 12.22 hrs Surf.Area= 26,999 sf Storage= 67,012 cf
Plug-Flow detention time= 136.1 min calculated for 6.880 of (100% of inflow)
Center-of-Mass det. time= 137.7 min (964.0 - 826.3 )
Volume Invert Avail.Storage Storage Description
#1 248.00' 100,740 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
248.00 12,181 937.0 0 0 12,181
248.50 20,220 597.0 8,016 8,016 53,687
249.00 23,284 628.0 10,867 18,883 56,725
250.00 25,198 647.0 24,235 43,118 58, 755
251.00 27,168 666.0 26,177 69,294 60, 846
252.00 29,194 685.0 28,175 97,469 62,997
252.10 36,359 747.0 3,271 100,740 70,063
Device Routing Invert Outlet Devices
#1 Primary 244.00' 18.0" x 64.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 238.00' S= 0.0938 '/' Cc= 0.900 n= 0.024
#2 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 249.00' 36.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 250.00' 20.0' long Sharp-Crested Rectangular Weir 2 E nd Contraction(s)
Primary OutFlow Max=20.44 cfs @ 12.22 hrs HW=250.90' (Free Discharge)
t- =Culvert (Barrel Controls 20.44 cfs @ 11.57 fps)
~2_Orifice/Grate (Passes < 0.39 cfs potential flow)
3_Orifice/Grate (Passes < 46.97 cfs potential flow)
econdary OutFlow Max=55.74 cfs @ 12.22 hrs HW=250.90' (Free Discharge)
=Sharp-Crested Rectangular Weir (Weir Controls 55.74 cfs @ 3.11 fps)

Stormwater Wetland -Phase 2_03_28_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40''
Prepared by {enter your company name here} Page 17
HydroCAD® 5.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland -Phase 2
Hydrograph
^ Inflow
~~ Outflow
FD Primary
^ Secondary
N
V
3
O
LL
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 60 85 90 95 100 105 110 115 120
Ttme (hours)

°°' ;~ ~
~,
~ ~ ~ ~ ~
~ ~
1 _
~ ~ ~
__
i ~
___~
-- -.1
~~ ~ ~ ~ ~ ~ _
_- __- ~-
_~~_
.-- /
~~ ~ ~ /
,, _--- ___ ~~~ _ ', ,_'I--- -- ---------
t ~ ,/ , ~~ _ ~, ~'~~__'_~~, -' _ _ ----~_------
~_ ~~, ~ ~ ~~ ~~ iii ~ ~ ~ ~` v f~~~~' . = - _ _
~ ~ `a L ~ \ ~ \~\ '
~ ~~. A A / ~
_ ~~ ~ A '~ ~ ~ ~ ~ /
r
~\ \ ~ \ ~ ~ /
~~: ~ ~
\ ~ ~' ~~ ~ ~
~ ~
~,~ ~ ~ \ V \\~~\\\\ \ ~ ~ ~ \ v ~
i ,,
,~, ~ ~ ~ ~ ~
~~~ \_~ ~`~ ~~\\ ~_ ~_ ~yv\\\\\\, ~\\\\ ~ .~ ~~ , ~~A\\\V~~,A \ \ ~ ~ ~ ~, ~ ----

Permit Number _
,to be provided by DWQ)
~~ ~~F W A )~E9
~~~ O '.._, ~G
~ ~r
NCDENR ~~~
o ;~~~~~_..~.,;- -
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all the required information.
i. PROJECT INFORMATION
Project name Summerwinds Plantation
Contact name Mr. Ron Mikesh
Phone number 919-291.5517
Date April 7, 2008
Drainage area number Stormwater Wetland #4
II. DESIGN INFORMATION _ _, , ... ,,
Site Characteristics
Drainage area 524,822.00 ftz
Impervious area 314,893.20 ftz
Percent impervious 60.0%
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume (temporary pool volume)
Depth of temporary pool/ponding depth (DP,a~,s)
Drawdown time
Diameter of orifice
Coefficient of discharge (Cp) used in orifice diameter
calculation
Driving head (H°) used in the orifice diameter calculation
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Form SW401-Wetland-Rev.2
3.20 in
N/A in/hr
3.91 ft3/sec
21.39 ft3/sec
17.48 ft3/sec
21,665.00 ft3
12.00 in
3.20 days
3.00 in
0.60 (unitless)
0.66 ft
in
ft3
ft3
ft3
ft3
OK
OK
OK
Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
OK
Parts I and II. Project Design Summary, Page 1 of 3

Permit Number______ __
(to be provided by DWOI
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The Forebay surface area percentage is:
Non-Forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious (4'inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4'inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
Form SW401-Wetland-Rev.2
_ 25,873.00 f12
10,160.00 ft2
0.39 °o
10.536.00 ft2
0.41 °a
2,600.00 ft2
0.10 °a
2,577.00 ft2
0.10
25,873.00 ft2
0.00 ft2
303.00 fmsl
302.00 fmsl
301.50 fmsl
300.00 fmsl
298.50 fmsl
(Y or N)
fmsl
Y
6.00 in
12.00 in
6.00 in
18.00 in
36.00 in
N (Y or N)
780
520
130
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Parts I and II. Project Design Summary, Page 2 of 3

Permit Number_______ ____ __
tto be provided by DWQ)
Additional Information
Can the design volume be contained?
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?
What is the length of the vegetated filter?
Are calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build-out?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
Approximate wetland length
Approximate wetland width
Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
Y (Y or N)
Y (Y or N)
25.00 ft
Y (Y or N)
Y (Y or N)
Y (Y or N)
1.99 :1
229.00 ft
115.00 ft
26,335.00 ft2
Y (Y or N)
OK
OK
OK
OK
OK
OK
This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
OK
Form SW401-Wetland-Rev.2
Parts I and II. Project Design Summary, Page 3 of 3

~.~,;.
N~~.~~HG
559 Jones Franl.lin Road, Suite 164
Raleigh, North Carolina 27(~O6
Phone: [phone] Fas: 919 ti51-?+107
I2t19 Floral Parkway, Suite B
Wilmington, North Carolina 23403
Phone:910-799-Sh32 Fax~910-799-5684
A~RIn~A(9E A/2EAa
SL;BJECT_ n+we~n Wc~~~+~-n.d .~¢ PROJECT ~m wi,v~S
LOCATION
PKEP:\RED BY G~__ DATE 4IZIOS STA`I70N
CHECKED BY.

Rv c o•05 -f- 0.009 (_~
~~~ 'O5 -t •no9(c~cl
Rte= ~ O. 590 c., /w,
DATE SHEET OF
Volu„,.e Re~ 'c/ ~ ~,., ~' o. 59a ~. ~ I -~E- /Z• o5ge

Vol /Zy'~ 2 5 807 F'-r 3
2S$p7
5 A = Z 5 P,o'1 ~ :.

3S
1S
Pre-Dev. ost-Dev
2P
Stormwater Wetland -
#4
Subcat Reachl Pon Link
---J

Stormwater Wetland - #4_04_03_08
Prepared by {enter your company name here} Page 2
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Area Listing (all nodes)
Area (acres) CN Description (subcats~
4.820 61 Managed Open Space (1S)
12.050 65 Woods/grass comb., Fair, HSG B (3S)
7.230 98 Roads, Houses, Driveways (1S)
24.100

Stormwater Wetland - #4_04_03_08 Type 11 24-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=12.050 ac Runoff Depth=0.70"
Tc=20.0 min CN=83 Runoff=8.89 cfs 0.698 of
Subcatchment 3S: Pre-Dev. Runoff Area=12.050 ac Runoff Depth=0.14"
Flow Length=952' Tc=39.4 min CN=65 Runoff=0.41 cfs 0.136 of
Pond 2P: Stormwater Wetland - #4 Peak Elev=302.92' Storage=21,665 cf Inflow=8.89 cfs 0.698 of
Primary=0.21 cfs 0.687 of Secondary=0.00 cfs 0.000 of Outflow=0.21 cfs 0.687 of
Total Runoff Area = 24.100 ac Runoff Volume = 0.834 of Average Runoff Depth = 0.42"
70.00% Pervious Area = 16.870 ac 30.00% Impervious Area = 7.230 ac

Stormwater Wetland - #4_04_03_08 Type 1124-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 4
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
Impervious = 60%
Runoff = 8.89 cfs @ 12.14 hrs, Volume= 0.698 af, Depth= 0.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Runoff Rainfall=2.00"
Area (acl CN Description
7.230 98 Roads, Houses, Driveways
4.820 61 Managed Open Space
12.050 83 Weighted Average
4.820 Pervious Area
7.230 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fVsec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1 S: Post-Dev.
Hydrograph
® Runoff
9 Type II 24-h1r 1" Runoff
8 =~ Rainfall=2.00"
7 ~ Runoff Aria=12.050 ac
6 ~ Runoff Volume=0.698 of
Runoff Depth-0.70"
3 5
° Tc=20.0 min
lL '
4
CN=83
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Tlme (hours)

Stormwater Wetland - #4_04_03_08 Type 11 24-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 5
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
°% Impervious = 60°%
Runoff = 0.41 cfs @ 12.62 hrs, Volume= 0.136 af, Depth= 0.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1"Runoff Rainfall=2.00"
Area (ac) CN Description
12.050 65 Woods/grass comb., Fair, HSG B
12.050 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.5 150 0.0400 0.11 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
16.9 802 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fqs
39.4 952 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
D Runoff
vo.4 Type 1124-h r 1 " Runoff
0.38
0.36
Railnfa11.~2.00"
0.34
0.32
~ ;
Runoff Area=12.050 ac
0.3-
0~28
Runoff Volume=0.36 of
w 0.26.
0.24 Runoff Depth=0.14"
° 0.22_
LL 0.2 Flow Length-952'
0., 6
0.16 Tc=39.4 m i n
0.14
0.12
CN=65
°.,
0.08 _
`
°.°~-
0.02..
°-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #4_04_03_08 Type 11 24-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
inflow Area = 12.050 ac, Inflow Depth = 0.70" for 1" Runoff event
Inflow = 8.89 cfs @ 12.14 hrs, Volume= 0.698 of
Outflow = 0.21 cis @ 20.42 hrs, Volume= 0.687 af, Atten= 98%, Lag= 496.7 min
Primary = 0.21 cfs @ 20.42 hrs, Volume= 0.687 of
Secondary = 0,00 cis @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 302.92' @ 20.42 hrs Surf.Area= 28,620 sf Storage= 21,665 cf
Plug-Flow detention time= 1,322.3 min calculated for 0.687 of (98% of inflow)
Center-of-Mass det. time= 1,315.0 min (2,182.4 - 867.4 )
Volume Invert Avail.Storage Storage Description
#1 302.00' 124,893 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
302.00 15,713 1,076.0 0 0 15,713
302.50 25,873 645.0 10,291 10,291 74,741
303.00 29,178 677.0 13, 754 24, 046 78,124
304.00 31,236 696.0 30,201 54,247 80,310
305.00 33,350 714.0 32,287 86,534 82,450
306.00 35,522 733.0 34,430 120,965 84,754
306.10 43,168 796.0 3, 928 124, 893 92, 420
Device Routing Invert Outlet Devices
#1 Primary 297.50' 15.0" x 70.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 283.00' S= 0.2071 '/' Cc= 0.900 n= 0.024
#2 Device 1 302.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 303.00' 18.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 304.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.21 cfs @ 20.42 hrs HW=302.92' (Free Discharge)
t-1=Culvert (Passes 0.21 cfs of 12.94 cfs potential flow)
~2=Orifice/Grate (Orifice Controls 0.21 cfs @ 4.29 fps)
3=Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 2.00 hrs HW=302.00' (Free Discharge)
=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)

Stormwater Wetland - #4_04_03_08 Type 1124-hr 1 "Runoff Rainfall=2.00"
Prepared by {enter your company name here} Page 7
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
Hydrograph
inflow Area=12.050 ac
Peak Elev=302.92'
Storage=21,665 cf
7-
6
N
V '
3 5
_O '
LL 4
3
2
1 ''~
0.00 cfs
~'
^ Inflow
L' Outflow
G~ Primary
Ci Secondary
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Tlme (hours)

Stormwater Wetland - #4_04_03_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 8
HydroCAD® 8.00 sin 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=12.050 ac Runoff Depth=1.61"
Tc=20.0 min CN=83 Runoff=21.39 cfs 1.616 of
Subcatchment 3S: Pre-Dev. Runoff Area=12.050 ac Runoff Depth=0.60"
Flow Length=952' Tc=39.4 min CN=65 Runoff=3.91 cfs 0.603 of
Pond 2P: Stormwater Wetland - #4 Peak Elev=303.36' Storage=34,824 cf Inflow=21.39 cfs 1.616 of
Primary=3.66 cfs 1.604 of Secondary=0.00 cfs 0.000 of Outflow=3.66 cfs 1.604 of
Total Runoff Area = 24.100 ac Runoff Volume = 2.219 of Average Runoff Depth =1.10"
70.00% Pervious Area =16.870 ac 30.00% Impervious Area = 7.230 ac

Stormwater Wetland - #4_04_03_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall-3.20"
Prepared by {enter your company name here} Page 9
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
°% Impervious = 60%
Runoff = 21.39 cfs Q 12.13 hrs, Volume= 1.616 af, Depth= 1.61"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
7.230 98 Roads, Houses, Driveways
4.820 61 Managed Open Space
12.050 83 Weighted Average
4.820 Pervious Area
7.230 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1 S: Post-Dev.
Hydrograph
~ Runoff
22 aiaa cis
21
20 Type II 24-hr 1-Yr. 24-Hr.
,9 ~ Rainfall-3.20"
18
17 Runoff Area=12.050 ac
16 r:
15 ~ ~~ Runoff Volume_1.616 of
,... 14
,2 Runoff Depth-1.61 "
° " '~ Tc=20.0 m i n
~ 10
9 CN-83
8~
7
6-
5
4
3
2
1.
0- . .,
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Tlme (hours)

Stormwater Wetland - #4_04_03_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 10
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
°o Impervious = 60%
Runoff = 3.91 cfs @ 12.43 hrs, Volume= 0.603 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr. 24-Hr. Rainfall=3.20"
Area (ac) CN Description
12.050 65 Woods/arass comb., Fair, HSG B
12.050 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.5 150 0.0400 0.11 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
16.9 802 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
39.4 952 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
® Runoff
' Type II 24-hr 1-Yr. ~4-Hr.
_~
Rainfall-3.20"
3 Runoff Area.'12.050 ac
r
Runoff Volume=0.603 of
w
Runoff Depth.0.60''
~° 2 Flow Length-952'
Tc-39.4 min
CN=65
o
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #4_04_03_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20"
Prepared by {enter your company name here} Page 11
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
Inflow Area = 12.050 ac, Inflow Depth = 1.61" for 1-Yr. 24-Hr. event
Inflow = 21.39 cfs @ 12.13 hrs, Volume= 1.616 of
Outflow = 3.66 cfs @ 12.70 hrs, Volume= 1.604 af, Atten= 83%, Lag= 34.1 min
Primary = 3.66 cfs @ 12.70 hrs, Volume= 1.604 of
Secondary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 303.36' @ 12.70 hrs Surf.Area= 29,921 sf Storage= 34,824 cf
Plug-Flow detention time= 736.3 min calculated for 1.604 of (99% of inflow)
Center-of-Mass det. time= 731.8 min (1,574.5 - 842.7 )
Volume Invert Avail.Storage Storage Description
#1 302.00' 124,893 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
302.00 15, 713 1, 076.0 0 0 15, 713
302.50 25,873 645.0 10,291 10,291 74,741
303.00 29,178 677.0 13,754 24,046 78,124
304.00 31,236 696.0 30,201 54,247 80,310
305.00 33,350 714.0 32,287 86,534 82,450
306.00 35, 522 733.0 34, 430 120, 965 84, 754
306.10 43,168 796.0 3,928 124,893 92,420
Device Routing Invert Outlet Devices
#1 Primary 297.50' 15.0" x 70.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 283.00' S= 0.2071 '/' Cc= 0.900 n= 0.024
#2 Device 1 302.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 303.00' 18.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 304.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=3.66 cfs @ 12.70 hrs HW=303.36' (Free Discharge)
L =Culvert (Passes 3.66 cfs of 13.53 cfs potential flow)
~2=Orifice/Grate (Orifice Controls 0.26 cfs @ 5.36 fps)
3_Orifice/Grate (Weir Controls 3.39 cfs @ 1.97 fps)
econdary OutFlow Max=0.00 cfs @ 2.00 hrs HW=302.00' (Free Discharge)
=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)

Stormwater Wetland - #4_04_03_08 Type 1124-hr 1-Yr. 24-Hr. Rainfall=3.20''
Prepared by {enter your company name here} Page 12
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
Hydrograph
~ Inflow
Outflow
D Primary
^ Secondary
h
w
v
3
0
LL
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #4_04_03_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40`
Prepared by {enter your company name here} Page 13
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Time span=2.00-120.00 hrs, dt=0.05 hrs, 2361 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
Subcatchment 1S: Post-Dev. Runoff Area=12.050 ac Runoff Depth=6.36"
Tc=20.0 min CN=83 Runoff=82.62 cfs 6.387 of
Subcatchment 3S: Pre-Dev. Runoff Area=12.050 ac Runoff Depth=4.22"
Flow Length=952' Tc=39.4 min CN=65 Runoff=36.36 cfs 4.238 of
Pond 2P: Stormwater Wetland - #4 Peak Elev=304.89' Storage=82,755 cf Inflow=82.62 cfs 6.387 of
Primary=12.08 cfs 4.438 of Secondary=54.08 cfs 1.936 of Outflow=66.16 cfs 6.374 of
Total Runoff Area = 24.100 ac Runoff Volume =10.624 of Average Runoff Depth = 5.29"
70.00% Pervious Area = 16.870 ac 30.00% Impervious Area = 7.230 ac

Stormwater Wetland - #4_04_03_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall-8.40"
Prepared by {enter your company name here} Page 14
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 1 S: Post-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
Impervious = 60%
Runoff = 82.62 cfs C~ 12.12 hrs, Volume= 6.387 af, Depth= 6.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
7.230 98 Roads, Houses, Driveways
4.820 61 Managed Open Space
12.050 83 Weighted Average
4.820 Pervious Area
7.230 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, Tc from Storm Drain Calculations
Subcatchment 1 S: Post-Dev.
Hydrograph
Runoff
o°
80
~ °~ Type II 24-hr 100-Yr. 24-Hr•.
75 ~' Rainfall=8.40"
70
65
Runoff Area=12.050 ac
55 Volume:-6,387 of
.~i Runoff
50 .
~ ~ Runoff Depth_6:36"
0 45
" '~ Tc=20.0 min
~ 40
35 ~ ''N=83
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #4_04_03_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall=8.40"
Prepared by {enter your company name here} Page 15
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Subcatchment 3S: Pre-Dev.
Post-Development Inflow to Pond #4
Drainage Area = 12.05 Acres
°% Impervious = 60%
Runoff = 36.36 cfs @ 12.37 hrs, Volume= 4.238 af, Depth= 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr. 24-Hr. Rainfall=8.40"
Area (ac) CN Description
12.050 65 Woods/grass comb., Fair, HSG B
12.050 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.5 150 0.0400 0.11 Sheet Flow, Overland Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.20"
16.9 802 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
39.4 952 Total
Subcatchment 3S: Pre-Dev.
Hydrograph
wu ~ Runoff
38 36.36 cfs
36 ~~ Type II 24-hr 100-Yr.'24-Hr.
34
32
~ Rainfall=8.40"
30
28 Runoff Area=12.05Q ac
28 Runoff Volume:=4.238 of
24.
22
Runoff Depth=4.22"
20
LL 18 ~' Flow Length=952'
,6 ~ Tc-39.4 min
14-
,2
CN_65
io
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland - #4_04_03_08 Type 11 24-hr 100-Yr. 24-Hr. Rainfall=8.40'
Prepared by {enter your company name here} Page 16
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
Inflow Area = 12.050 ac, Inflow Depth = 6.36" for 100-Yr. 24-Hr. event
Inflow = 82.62 cfs @ 12.12 hrs, Volume= 6.387 of
Outflow = 66.16 cfs @ 12.23 hrs, Volume= 6.374 af, Atten= 20%, Lag= 6.4 min
Primary = 12.08 cfs @ 12.23 hrs, Volume= 4.438 of
Secondary = 54.08 cfs @ 12.23 hrs, Volume= 1.936 of
Routing by Stor-Ind method, Time Span= 2.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 304.89' @ 12.23 hrs Surf.Area= 33,106 sf Storage= 82,755 cf
Plug-Flow detention time= 230.1 min calculated for 6.374 of (100% of inflow)
Center-of-Mass det. time= 228.9 min (1,032.6 - 803.7 )
Volume Invert Avail.Storape Storage Description
#1 302.00' 124,893 cf Custam Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
302.00 15, 713 1 , 076.0 0 0 15, 713
302.50 25,873 645.0 10,291 10,291 74,741
303.00 29,178 677.0 13,754 24,046 78,124
304.00 31,236 696.0 30,201 54,247 80,310
305.00 33,350 714.0 32,287 86,534 82,450
306.00 35,522 733.0 34,430 120,965 84,754
306.10 43,168 796.0 3,928 124,893 92,420
Device Routing Invert Outlet Devices
#1 Primary 297.50' 15.0" x 70.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 283.00' S= 0.2071 '/' Cc= 0.900 n= 0.024
#2 Device 1 302.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 303.00' 18.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 304.00' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=12.06 cfs @ 12.23 hrs HW=304.88' (Free Discharge)
L =Culvert (Passes 12.06 cfs of 15.36 cfs potential flow)
~2=Orifice/Grate (Orifice Controls 0.39 cfs @ 7.99 fps)
3-Orifice/Grate (Orifice Controls 11.66 cfs @ 6.60 fps)
econdary OutFlow Max=53.46 cfs @ 12.23 hrs HW=304.88' (Free Discharge)
=Sharp-Crested Rectangular Weir (Weir Controls 53.46 cfs @ 3.07 fps)

Stormwater Wetland - #4_04_03_08 Type 1124-hr 100-Yr. 24-Hr. Rainfall-8.40''
Prepared by {enter your company name here} Page 17
HydroCAD® 8.00 s/n 004959 ©2006 HydroCAD Software Solutions LLC 4/7/2008
Pond 2P: Stormwater Wetland - #4
Hydrograph
^ Inflow
^ Outflow
Primary
^ Secondary
N
u
3
0
a
o iu io zu za ~u :i5 au 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)