20091346 Ver 3_Stormwater Info_20120113

Dq - i 3 q Co v3
THE JOHN R McADAMS COMPANY, INC
LETTER OF TRANSMITTAL
To Ms Annette Lucas
NCDENR DWQ
Archdale Building — e Floor
512 North Salisbury Street
Raleigh North Carolina 27604
Re New Hill Place — Phase 1 — Section 1
Holly Springs NC
I am sending you the following item(s)
Date January 13 2012
** HAND DELIVER
Job No KRG 11000
COPIES
DATE
NO
DESCRIPTION
1
Approved Stormwater Management Plan
1
Ap roved SWMP calculations
1
4 DRAFT Maintenance & Operation Agreements
These are transmitted as checked below
® As requested D El For your use
El For approval ❑
❑ For review and comment IAN 1 3 2012 ❑
T ��OENR WATER QUALITY
Remarks Ms Lucas — Per our �ICI�iSAMN61if Prot No 20091346) 1 am providing a copy of
The approved stormwater management plans and calculations for Phase 1 — Section 1 of the New Hill
Place ) _ —1.1 .1 .1
Copy to
Signed
William H Derks PE
Director Land Development
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
❑ Copy Entire Document to File
ENGINEERS PLANNERS SURVEYORS ENVIRONMENTAL
RESEARCH TRIANGLE PARK CHARLOTTE WILMINGTON
800 733 5646 wwwjohnrmcadams cam

i
THE TOWN OF
Holly
Spnngs
NORTH CAROLINA
OF HOLLY SpR /NGS
E I m t I
S rvk d
Stormwater
M g ment 1
�C�NEERING DEPAR����
09
TOWN OF HOLLY SPRINGS
OPERATIONS AND MAINTENANCE
AGREEMENT & MANUAL COVER SHEET
NEW HILL PLACE - PHASE 1 SECTION 1
Holly Springs, North Carolina
Owner /Financially Responsible Party
KRG New Hill Place LLC
30 S Meridian St , Suite 100
Indianapolis IN 46204
Registered Agent
Corporation Service Company
327 Hillsborough Street
Raleigh NC 27603
[phone] Phone
[phone] Fax
Prepared By
The John R McAdams Co, Inc
PO Box 14005
RTP NC 27709
Contact Name
David George
30 S Meridian St , Suite 100
Indianapolis IN 46204
[phone] Office
[phone] Fax
dgeorge&iterealty com
D
14N 1 3 2012
&V I ANDb AND STORMWATER BRANCH
Design Engineer
Beth Ihnatolya PE
PO Box 14005
RTP NC 27709
[phone] Office
[phone] Fax
ihnatolya(a�johnrmcadams corn
Date Submitted by Design Engineer
Date of DRAFT Approval by Town of Holly Springs
Date of Approval by Town of Holly Springs
16024 O &M Document
92509
Page 1 of 7

Structural Stormwater Best Management Practice (BMP) Maintenance Agreement
SWMF #1 (Wet Pond)
Note Maintenance intervals of the various overall BMP components is listed below See section
I and II of the attached Operations and Maintenance Manual for detailed maintenance procedures
associated with the items below
Monthly or after every runoff producing rainfall, whichever come first
a Entire BMP
b Perimeter of Wet Detention Basin
c Inlet & Outlet Device
d Forebay
e Vegetated Shelf
II Quarterly
a Drainage Area of the Wet Detention Basin
b Main Treatment Area
c Receiving Water
III Sena- Annually
a Aquatic Environment
IV Annually
a Annual Inspection & Certification by Registered Professional Engineer to TOHS
b Quarterly Inspection Reports
c Inspection of Dam Embankment by Dam Safety Expert
d Sediment and Dredging
I hereby acknowledge that I represent the financially
responsible party for maintenance of the Structural Stormwater Best Management Practices for
this site I will perform the maintenance as outlined above for this project Operation and
maintenance responsibilities may be transferred to the HOA/OWNER upon completion
contingent upon the Town of Holly Springs approving that all installation, performance measures
and documentation are in compliance with the approved stormwater management plan
Signature
Date
I a Notary Public of the State of County of _
do hereby certify that personally appeared before me this
day of, and acknowledge due execution of the foregoing instrument Witness my hand
and official seal,
Seal
My Commission Expires
16024 O &M Document Page 2 of 7
9 25 09

OPERATIONS & MAINTENANCE MANUAL
Project Name & Phase New Hill Place — Phase 1 Section 1
Information The wet pond (SWMF #1) will be constructed and maintained by KRG New Hill Place, LLC
Attn David George Phone [phone] Fax [phone] email dgeorge@ terealty com The BMP(s)
is /are located on property owned by KRG New Hill Place, LLC Deed Book XXXX Page XXXX A
stormwater surety or another approved instrument will be provided in the amount equal to the replacement
cost of the pond plus 50%
Date Constructed
Location New Hill Place — Phase 1 Section 1 (Behind Target Store)
Receiving Watercourse(s) Unnamed Tributary to Little Branch
Contractor
(applicable structure) Example add impoundment & dam info
(applicable structure) Example add spillway info
(applicable structure) Example add spillway channel info
Material Supplies
Riser Structure 4 x 4 Square Concrete
Outlet Barrel 24 O ring RCP
Riprap Velocity Dissipator NCDOT Class B Riprap 12 L x 14 W x 22 Thick
16024 O &M Document Page 3 of 7
9 25 09

Project Name & Phase
New Hill Place — Phase 1 Section 1
Type of BMP Wet Pond (SWMF #1) Type of BMP
This manual established procedures for maintenance and operation of the wet pond (SWMF #1)
MAINTENANCE
Frequency
Inspection Frequency
Inspection Type
Quarterly and within 24
Inspection must be conducted by a trained qualified party These
hours after every water
inspections are intended to identify obvious maintenance needs
quality storm (greater than
early in order to prevent more extensive corrective actions
10 inch)
Annual Certification
Inspection must be conducted by a Professional Engineer These
Perimeter of the wet detention basin
inspections are intended to provide a more thorough assessment of
Regrade the soil if necessary to
the facility Annual inspection reports (sealed by the PE) must be
gullies have formed
submitted to the TOHS Engineering Department Field survey
calculations to confirm storage volume and embankment
ground cover and water until it is
stabilization etc maybe required on a case by case basis
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 (if required) to
establish the plants on the vegetated shelf
Stable ground cover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin
If the basin must be drained for an emergency or to perform maintenance the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical
Once a year a dam safety expert should inspect the embankment
Detailed Maintenance Procedures
BMP element
Potential problem
How to remedy the problem
Entire BMP
Trash/debns is present
Remove the trash/debns
Drainage area of the BMP
Ground cover is unstable or loose
Stabilize groundcover or remove
soil or is available for erosion
loose soil or debris
Perimeter of the wet detention basin
Areas of bare soil and/or erosive
Regrade the soil if necessary to
gullies have formed
remove the gully and then plant a
ground cover and water until it is
established Provide lime and a one
time fertilizer application
Vegetation is too short or too long
Maintain vegetation at a height of
approximately six inches
Inlet device pipe or swale
The pipe is clogged
Unclog the pipe Dispose of the
sediment properly
The pipe is cracked or otherwise
Replace the pipe
damaged
16024 O &M Document Page 4 of 7
92509

16024 O &M Document Page 5 of 7
92509
Erosion is occurring in the swale
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or nprap to avoid future
problems with erosion
Forebay
Sediment has accumulated to a depth
Search for the source of the sediment
greater than the original design depth
and remedy the problem if possible
for sediment storage
Remove the sediment and 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
nprap if needed to prevent future
erosion problems
Weeds are present
Remove the weeds preferably by
hand If pesticide is used wipe it on
the plants rather than spraying
Vegetated shelf
Refer to vegetation maintenance
table
Aquatic environment
Water quality monitoring indicates
Identify the source of the problem
that parameters such as water clarity
and correct it Conduct follow up
algal growth and others are outside
monitoring to ensure that the
of acceptable levels
parameters have resumed acceptable
levels
Main treatment area
Sediment has accumulated to a depth
Search for the source of the sediment
greater than the original design
and remedy the problem if possible
sediment storage depth
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP
Algal growth covers over 50% of the
Consult a professional to remove and
area
control the algal growth
Cattails phragmites or other invasive
Remove the plants by wiping them
plants cover 50% of the basin
with pesticide (do not spray)
surface
Embankment
Shrubs have started to grow on the
Remove shrubs immediately
embankment
Evidence of muskrat or beaver
Use traps to remove muskrats and
activity is present
consult a professional to remove
beavers
Tree(s) have started to grow on the
Consult a dam safety specialist to
embankment
remove the tree
Annual inspection by appropriate
Make all needed repairs
professional shows that the
embankment needs repair
Outlet device
Clogging has occurred
Clean out the outlet device and
properly dispose sediment
The outlet device is damaged
Repair or replace the outlet device
Receiving water
Erosion or other signs of damage
Contact the TOHS Engineering
have occurred at the outlet
Department
16024 O &M Document Page 5 of 7
92509

II OPERATION
A Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual These reports
shall be provided annually within 30 days of the anniversary of receipt of the Stormwater BMP /O &M Responsibility
Transfer letter (form #16037) A professional engineer shall certify the reports The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete After the
Town approves the work an as built drawing shall be completed and provided to the Town
Note Operation of a BMP should include the following
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record
Inspection should be conducted at minimum quarterly and certified by a professional engineer annually
• Observations — all observations should be recorded Where periodic inspections are performed following
smgmfmcant rainfall events these inspections should be logged on the log forms found in Appendix D of the Town s
Design Manual or created specifically for the project
• Maintenance — written records of maintenance and/or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town s Design Manual or created specifically for the project
• Other Operation Procedures — the owner should maintain a complete and up to date set of plans (as built drawings)
and all changes made to the dam over time should be recorded on the as bumlts Mylar and digital as bumlts shall be
provided to the Town each time they are updated
• Quarterly Operation and Maintenance Logs will be kept on file by the Owner or Responsible Party for each
Structural BMP Forms to be used to create Inspection and Maintenance Logs for each BMP are provided in the
Appendix to this BMP Manual
• Annual inspection and maintenance certifications must be filed with the TOHS A digital photograph must be
taken at the time of inspection and after maintenance for each BMP These must be kept on file with a hard copy
filed in the Inspection and Maintenance Log There are vanous training qualification and certification programs for
available for BMP inspectors it is recommended that all parties filling out quarterly operation and maintenance
logs to be trained appropriately for each BMP inspected
B Sedimentation & Dredging
Sedimentation from establishing areas tributary to the BMP may eventually result in the reduction of the storage
volume and eventually will have to be removed The frequency of this sediment removal can be reduced by ensuring
that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion This
would include a periodic application of fertilizer and other treatments necessary to promote a stable groundcover and
mmmmmze sedimentation to the BMP The maintenance on this BMP requires that the main pool and forebay both be
cleaned out when the accumulated sediment depth equals 1 foot (elevation 374 00 in forebay and elevation 372 00 in
main pool) For aesthetic purposes it may be desirable to maintain it prior to this point The removed material should
be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a groundcover sufficient
to restrain erosion
16024 O &M Document Page 6 of 7
9 25 09

III INSPECTION, OPERATION & MAINTENANCE LOGS
(attach a blank copy of the applicable O &M log for each BMP)
(attach 8'/ x 11 Location Map)
(attach 8 %x 11 copy of Recorded Plat(s))
(attach the Stormwater Management Plan including form #16012 and As bualts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
92509

THE TOMM OF
Holly
Spnngs
NORTH C A R O t, t n A TOWN OF HOLLY SPRINGS
SONOF HOLLY gpR, ?tV OPERATIONS AND MAINTENANCE
E i m t I
St, nd AGREEMENT & MANUAL COVER SHEET
51 mwater
Magmnt t
NCNFFRING DEPARjMa
NEW HILL PLACE - PHASE 1 SECTION 1
Holly Springs, North Carolina
Owner /Financially Responsible Party
KRG New Hill Place, LLC
30 S Meridian St Suite 100
Indianapolis IN 46204
Registered Agent
Corporation Service Company
327 Hillsborough Street
Raleigh NC 27603
[phone] Phone
[phone] Fax
Prepared By
The John R McAdams Co Inc
PO Box 14005
RTP, NC 27709
Contact Name
David George
30 S Meridian St , Suite 100
Indianapolis, IN 46204
[phone] Office
[phone] Fax
dgeorge(a,kiterealty corn
Design Engineer
Beth Ihnatolya, PE
PO Box 14005
RTP, NC 27709
[phone] Office
[phone] Fax
ihnatolya@johnrmcadams corn
Date Submitted by Design Engineer
Date of DRAFT Approval by Town of Holly Springs
Date of Approval by Town of Holly Springs
16024 O &M Document
92509
Page 1 of 7

Structural Stormwater Best Management Practice (BMP) Maintenance Agreement
SWMF #2 (Stormwater Wetland)
Note Maintenance intervals of the various overall BMP components is listed below See section
I and II of the attached Operations and Maintenance Manual for detailed maintenance procedures
associated with the items below
Monthly or after every runoff producing rainfall, whichever come first
a Entire BMP
b Perimeter of Wetland
c Inlet & Outlet Device
d Planted Forebay & Wetland Zones
e Deep pool shallow water and shallow land areas
f Vegetated Shelf
II Quarterly
a Drainage Area of the wetland
b Receiving Water
III Semi - Annually
a Aquatic Environment
b Micropool
IV Annually
a Annual Inspection & Certification by Registered Professional Engineer to TONS
b Quarterly Inspection Reports
c Inspection of Dam Embankment by Dam Safety Expert
d Sediment and Dredging
I, hereby acknowledge that I represent the financially
responsible party for maintenance of the Structural Stormwater Best Management Practices for
this site I will perform the maintenance as outlined above for this project Operation and
maintenance responsibilities may be transferred to the HOA/OWNER upon completion,
contingent upon the Town of Holly Springs approving that all installation performance measures
and documentation are in compliance with the approved stormwater management plan
Signature
Date
I, a Notary Public of the State of , County of
do hereby certify that personally appeared before me this
day of, and acknowledge due execution of the foregoing instrument Witness my hand
and official seal
Seal
My Commission Expires
16024 O &M Document Page 2 of 7
92509

OPERATIONS & MAINTENANCE MANUAL
Project Name & Phase New Hill Place — Phase 1 Section 1
Information The stormwater wetland (SWMF #2) will be constructed and maintained by KRG New Hill
Place, LLC Attn David George Phone [phone] Fax [phone] email dgeorge @kiterealty com
The BMP(s) is /are located on property owned by KRG New Hill Place, LLC Deed Book XXXX Page
XXXX A stormwater surety or another approved instrument will be provided in the amount equal to the
replacement cost of the pond plus 50%
Date Constructed
Location New Hill Place — Phase 1 Section 1 (Behind Retail Stores)
Receiving Watercourse(s) Unnamed Tnbutary to Little Branch
Contractor
(applicable structure) Example add impoundment & dam info
(applicable structure) Example add spillway info
(applicable structure) Example add spillway channel info
Material Supplies
Riser Structure 4 x 4 Square Concrete
Outlet Barrel 24 O -ring RCP
Riprap Velocity Dissipator NCDOT Class B Riprap 16 L x 18 W x 22 Thick
16024 O &M Document Page 3 of 7
9 25 09

Project Name & Phase
New Hill Place — Phase 1 Section 1
Type of BMP Stormwater Wetland (SWMF #2) Type of BMP
This manual established procedures for maintenance and operation of the stormwater wetland (SWMF #2)
MAINTENANCE
Frequency
Inspection Frequency
Inspection Type
Quarterly and within 24
Inspection must be conducted by a trained qualified party These
hours after every water
inspections are intended to identify obvious maintenance needs
quality storm (greater than
early in order to prevent more extensive corrective actions
10 inch)
Annual Certification
Inspection must be conducted by a Professional Engineer These
Perimeter of the wetland
inspections are intended to provide a more thorough assessment of
Regrade the soil if necessary to
the facility Annual inspection reports (sealed by the PE) must be
gullies have formed
submitted to the TOHS Engineering Department Field survey
calculations to confirm storage volume and embankment
ground cover and water until it is
stabilization etc may be required on a case by case basis
Important Maintenance Procedures
Immediately following construction of the stormwater wetland bi weekly inspections will be conducted and
wetland plants will be watered bi weekly until vegetation becomes established (commonly six weeks)
No portion of the stormwater wetland will be fertilized after the first initial fertilization (if required) to establish
the wetland plants
Stable ground cover will be maintained in the drainage area to reduce the sediment load to the wetland
Once a year a dam safety expert should inspect the embankment
Detailed Maintenance Procedures
BMP element
Potential problem
How to remedy the problem
Entire BMP
Trash/debns is present
Remove the trash/debns
Drainage area of the BMP
Ground cover is unstable or loose
Stabilize groundcover or remove
soil or is available for erosion
loose soil or debris
Perimeter of the wetland
Areas of bare soil and/or erosive
Regrade the soil if necessary to
gullies have formed
remove the gully and then plant a
ground cover and water until it is
established Provide lime and a one
time fertilizer application
Vegetation is too short or too long
Maintain vegetation at a height of
approximate y six inches
Inlet device pipe or swale
The pipe is clogged
Unclog the pipe Dispose of the
sediment properly
The pipe is cracked or otherwise
Replace the pipe
damaged
16024 O &M Document Page 4 of 7
9 25 09

16024 O &M Document Page 5 of 7
92509
Erosion is occurring in the swale
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or nprap to avoid future
problems with erosion
Forebay
Sediment has accumulated and
Search for the source of the sediment
reduced the design depth to 75% of
and remedy the problem if possible
the original design depth
Remove the sediment and 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
nprap if needed to prevent future
erosion problems
Planted Forebay and Wetland Zones
A minimum coverage of 70% is not
Supplemental planting should be
achieved in the planted zones after
the second growing season
completed Coverage of 90% to 95%
is desirable
Weeds are present
Remove the weeds preferably by
hand If pesticide is used wipe it on
the plants rather than spraying
Deep pool shallow water and
Algal growth covers over 50% of the
Consult a professional to remove and
shallow land areas
deep pool and shallow water areas
control the algal growth
Cattails phragmmtes or other invasive
Remove the plants by wiping them
plants cover 15% to 20% of the deep
with pesticide (do not spray) —
pool and shallow water areas
consult a professional Remove
cattail frons and dispose of offsite
Removal of root structure may be
required
Shallow land remains flooded more
Unclog the outlet device
than 5 days after a storm event
immediate)
Plants are dead diseased or dying
Determine the source of the problem
soils hydrology disease etc
Remedy the problem and replace
plants Provide a one time fertilizer
application to establish the ground
cover if a soil test indicates it is
necessary
Best professional practices show that
Prune according to best professional
prunmg is needed to maintain
practices
optimal plant health
Sediment has accumulated and
Search for the source of the sediment
reduced the depth to 75% of the
and remedy the problem if possible
original design depth of the deep
Remove the sediment and dispose of
pools
it in a location where it will not
cause impacts to streams or the
BMP Sediment needs to be carefully
removed to rrummmze impacts to
existing vegetation and promote the
reestablishment of vegetation in
disturbed areas
Embankment
Shrubs have started to grow on the
Remove shrubs immediately
embankment
16024 O &M Document Page 5 of 7
92509

II OPERATION
A Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual These reports
shall be provided annually within 30 days of the anniversary of receipt of the Stormwater BMP /O &M Responsibility
Transfer letter (form #16037) A professional engineer shall certify the reports The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete After the
Town approves the work an as built drawing shall be completed and provided to the Town
Note Operation of a BMP should include the following
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record
Inspection should be conducted at nummum quarterly and certified by a professional engineer annually
• Observations — all observations should be recorded Where periodic inspections are performed following
sigmficant rainfall events these inspections should be logged on the log forms found in Appendix D of the Town s
Design Manual or created specifically for the project
• Maintenance — written records of maintenance and/or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town s Design Manual or created specifically for the project
• Other Operation Procedures — the owner should maintain a complete and up to date set of plans (as built drawings)
and all changes made to the dam over time should be recorded on the as builts Mylar and digital as builts shall be
provided to the Town each time they are updated
16024 0 &M Document Page 6 of 7
9 25 09
Evidence of muskrat or beaver
Use traps to remove muskrats and
activity is present
consult a professional to remove
beavers
Tree(s) have started to grow on the
Consult a dam safety specialist to
embankment
remove the tree
Annual inspection by appropriate
Make all needed repairs
professional shows that the
embankment needs repair
Micropool
Sediment has accumulated and
Search for the source of the sediment
reduced the depth to 75% of the
and remedy the problem if possible
original design depth
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 micropool
Remove the plants preferably by
hand If a pesticide is used wipe it
on the plants rather than spraying
Outlet device
Cloggmg has occurred
Clean out the outlet device and
properly dispose sediment
The outlet device is damaged
Repair or replace the outlet device
Receiving water
Erosion or other signs of damage
Contact the TOHS Engineering
have occurred at the outlet
Department
II OPERATION
A Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual These reports
shall be provided annually within 30 days of the anniversary of receipt of the Stormwater BMP /O &M Responsibility
Transfer letter (form #16037) A professional engineer shall certify the reports The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete After the
Town approves the work an as built drawing shall be completed and provided to the Town
Note Operation of a BMP should include the following
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record
Inspection should be conducted at nummum quarterly and certified by a professional engineer annually
• Observations — all observations should be recorded Where periodic inspections are performed following
sigmficant rainfall events these inspections should be logged on the log forms found in Appendix D of the Town s
Design Manual or created specifically for the project
• Maintenance — written records of maintenance and/or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town s Design Manual or created specifically for the project
• Other Operation Procedures — the owner should maintain a complete and up to date set of plans (as built drawings)
and all changes made to the dam over time should be recorded on the as builts Mylar and digital as builts shall be
provided to the Town each time they are updated
16024 0 &M Document Page 6 of 7
9 25 09

• Quarterly Qperation and Maintenance Logs will be kept on file by the Owner or Responsible Party for each
Structural BMP Forms to be used to create Inspection and Maintenance Logs for each BMP are provided in the
Appendix to this BMP Manual
• Annual inspection and maintenance certifications must be filed with the TOHS A digital photograph must be
taken at the time of inspection and after maintenance for each BMP These must be kept on file with a hard copy
filed in the Inspection and Maintenance Log There are various training qualification and certification programs for
available for BMP inspectors it is recommended that all parties filling out quarterly operation and maintenance
logs to be trained appropriately for each BMP inspected
B Sedimentation & Dredging
Sedimentation from establishing areas tributary to the BMP may eventually result in the reduction of the storage
volume and eventually will have to be removed The frequency of this sediment removal can be reduced by ensuring
that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion This
would include a periodic application of fertilizer and other treatments necessary to promote a stable groundcover and
minimize sedimentation to the BMP The maintenance on this BMP requires that the micropool and forebay all be
cleaned out when the accumulated sediment depth equals 1 foot (elevation 364 00 in forebay and elevation 364 00 in
micropool) Any sediment accumulation within the wetland interior should be promptly removed to restore design
depths For aesthetic purposes it may be desirable to maintain it prior to this point The removed material should be
hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a groundcover sufficient to
restrain erosion
III INSPECTION, OPERATION & MAINTENANCE LOGS
(attach a blank copy of the applicable O &M log for each BMP)
(attach 8 %x 11 Location Map)
(attach 8 Y2 x 11 copy of Recorded Plat(s))
(attach the Stormwater Management Plan including form #16012 and As builts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
92509

4KTHE TOWN OF
Holly
Spnngs
NORTH CAROL 1 n A TOWN OF HOLLY SPRINGS
oF HOLLY SPR� "mss OPERATIONS AND MAINTENANCE
E i m t 1
s rv`` d AGREEMENT & MANUAL COVER SHEET
Stormwater
M ageme t
�
CNEERING DEPPRS�
NEW HILL PLACE - PHASE 1 SECTION 1
Holly Springs, North Carolina
Owner /Financially Responsible Party Contact Name
KRG New Hill Place LLC David George
30 S Meridian St Suite 100 30 S Meridian St Suite 100
Indianapolis, IN 46204 Indianapolis, IN 46204
[phone] Office
[phone] Fax
dgeorgea,kiterealty corn
Registered Agent
Corporation Service Company
327 Hillsborough Street
Raleigh NC 27603
[phone] Phone
[phone] Fax
Prepared By
The John R McAdams Co Inc
PO Box 14005
RTP, NC 27709
Design Engineer
Beth Ihnatolya PE
PO Box 14005
RTP NC 27709
[phone] Office
[phone] Fax
ihnatolya*ohm-mcadams com
Date Submitted by Design Engineer
Date of DRAFT Approval by Town of Holly Springs
Date of Approval by Town of Holly Springs
16024 O &M Document Page 1 of 7
92509

Structural Stormwater Best Management Practice (BMP) Maintenance Agreement
SWMF #3 (Wet Pond)
Note Maintenance intervals of the various overall BMP components is listed below See section
I and II of the attached Operations and Maintenance Manual for detailed maintenance procedures
associated with the items below
I Monthly or after every runoff producing rainfall, whichever come first
a Entire BMP
b Perimeter of Wet Detention Basin
c Inlet & Outlet Device
d Forebay
e Vegetated Shelf
II Quarterly
a Drainage Area of the Wet Detention Basin
b Main Treatment Area
c Receiving Water
III Semi - Annually
a Aquatic Environment
IV Annually
a Annual Inspection & Certification by Registered Professional Engineer to TOHS
b Quarterly Inspection Reports
c Inspection of Dam Embankment by Dam Safety Expert
d Sediment and Dredging
I, , hereby acknowledge that I represent the financially
responsible party for maintenance of the Structural Stormwater Best Management Practices for
this site I will perform the maintenance as outlined above for this project Operation and
maintenance responsibilities may be transferred to the HOA/OWNER upon completion
contingent upon the Town of Holly Springs approving that all installation, performance measures
and documentation are in compliance with the approved stormwater management plan
Signature
Date
a Notary Public of the State of County of _
do hereby certify that personally appeared before me this
day of, and acknowledge due execution of the foregoing instrument Witness my hand
and official seal
Seal
My Commission Expires
16024 O &M Document Page 2 of 7
9 25 09

OPERATIONS & MAINTENANCE MANUAL
Project Name & Phase New Hill Place — Phase 1 Section 1
Information The wet pond (SWMF #3) will be constructed and maintained by KRG New Hill Place LLC
Attn David George Phone [phone] Fax [phone] email d eg_orgeAkrterealty com The BMP(s)
is /are located on property owned by KRG New Hill Place, LLC Deed Book XXXX Page XXXX A
stormwater surety or another approved instrument will be provided in the amount equal to the replacement
cost of the pond plus 50%
Date Constructed
Location New Hill Place — Phase 1 Section 1 (Behind Retail Stores)
Receiving Watercourse(s) Unnamed Tributary to Little Branch
Contractor
(applicable structure) Example add impoundment & dam info
(applicable structure) Example add spillway info
(applicable structure) Example add spillway channel info
Material Supplies
Riser Structure 4 x 4 Square Concrete
Outlet Barrel 24 O ring RCP
Riprap Velocity Dissipator NCDOT Class B Riprap 12 L x 14 W x 22 Thick
16024 O &M Document Page 3 of 7
92509

Protect Name & Phase
New Hill Place — Phase 1 Section 1
Type of BMP Wet Pond (SWMF #3) Type of BMP
This manual established procedures for maintenance and operation of the wet pond (SWMF #3)
MAINTENANCE
Frequency
Inspection Frequency
Inspection Type
Quarterly and within 24
Inspection must be conducted by a trained qualified party These
hours after every water
inspections are intended to identify obvious maintenance needs
quality storm (greater than
early in order to prevent more extensive corrective actions
10 inch)
Annual Certification
Inspection must be conducted by a Professional Engineer These
Perimeter of the wet detention basin
inspections are intended to provide a more thorough assessment of
Regrade the soil if necessary to
the facility Annual inspection reports (sealed by the PE) must be
gullies have formed
submitted to the TOHS Engineering Department Field survey
calculations to confirm storage volume and embankment
ground cover and water until it is
stabilization etc may be required on a case by case basis
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 (if required) to
establish the plants on the vegetated shelf
Stable ground cover 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 mimmized to the maximum extent practical
Once a year a dam safety expert should inspect the embankment
Detailed Maintenance Procedures
BMP element
Potential problem
How to remedy the problem
Entire BMP
Trash/debns is present
Remove the trash/debns
Drainage area of the BMP
Ground cover is unstable or loose
Stabilize groundcover or remove
soil or is available for erosion
loose soil or debris
Perimeter of the wet detention basin
Areas of bare soil and/or erosive
Regrade the soil if necessary to
gullies have formed
remove the gully and then plant a
ground cover and water until it is
established Provide lime and a one
time fertilizer application
Vegetation is too short or too long
Maintain vegetation at a height of
approximate y six inches
Inlet device pipe or swale
The pipe is clogged
Unclog the pipe Dispose of the
sediment properly
The pipe is cracked or otherwise
Replace the pipe
damaged
16024 O &M Document Page 4 of 7
9 25 09

16024 O &M Document Page 5 of 7
92509
Erosion is occurring in the swale
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or nprap to avoid future
problems with erosion
Forebay
Sediment has accumulated to a depth
Search for the source of the sediment
greater than the original design depth
and remedy the problem if possible
for sediment storage
Remove the sediment and 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
nprap if needed to prevent future
erosion problems
Weeds are present
Remove the weeds preferably by
hand If pesticide is used wipe it on
the plants rather than spraying
Vegetated shelf
Refer to vegetation maintenance
table
Aquatic environment
Water quality monitoring indicates
Identify the source of the problem
that parameters such as water clarity
and correct it Conduct follow up
algal growth and others are outside
monitoring to ensure that the
of acceptable levels
parameters have resumed acceptable
levels
Main treatment area
Sediment has accumulated to a depth
Search for the source of the sediment
greater than the original design
and remedy the problem if possible
sediment storage depth
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP
Algal growth covers over 50% of the
Consult a professional to remove and
area
control the algal growth
Cattails phragnutes or other invasive
Remove the plants by wiping them
plants cover 50% of the basin
with pesticide (do not spray)
surface
Embankment
Shrubs have started to grow on the
Remove shrubs immediately
embankment
Evidence of muskrat or beaver
Use traps to remove muskrats and
activity is present
consult a professional to remove
beavers
Tree(s) have started to grow on the
Consult a dam safety specialist to
embankment
remove the tree
Annual inspection by appropriate
Make all needed repairs
professional shows that the
embankment needs repair
Outlet device
Clogging has occurred
Clean out the outlet device and
properly dispose sediment
The outlet device is damaged
Repair or replace the outlet device
Receiving water
Erosion or other signs of damage
Contact the TOHS Engineering
have occurred at the outlet
Department
16024 O &M Document Page 5 of 7
92509

II OPERATION
A Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual These reports
shall be provided annually within 30 days of the anniversary of receipt of the Stormwater BMP /O &M Responsibility
Transfer letter (form #16037) A professional engineer shall certify the reports The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete After the
Town approves the work an as built drawing shall be completed and provided to the Town
Note Operation of a BMP should include the following
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record
Inspection should be conducted at minimum quarterly and certified by a professional engineer annually
• Observations — all observations should be recorded Where periodic inspections are performed following
significant rainfall events these inspections should be logged on the log forms found in Appendix D of the Town s
Design Manual or created specifically for the project
• Maintenance — written records of maintenance and/or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town s Design Manual or created specifically for the project
• Other Operation Procedures — the owner should maintain a complete and up to date set of plans (as built drawings)
and all changes made to the dam over time should be recorded on the as builts Mylar and digital as builts shall be
provided to the Town each time they are updated
• Quarterly Operation and Maintenance Low will be kept on file by the Owner or Responsible Party for each
Structural BMP Forms to be used to create Inspection and Maintenance Logs for each BMP are provided in the
Appendix to this BMP Manual
• Annual inspection and maintenance certifications must be filed with the TOHS A digital photograph must be
taken at the time of inspection and after maintenance for each BMP These must be kept on file with a hard copy
filed in the Inspection and Maintenance Log There are various training qualification and certification programs for
available for BMP inspectors it is recommended that all parties filling out quarterly operation and maintenance
logs to be trained appropriately for each BMP inspected
B Sedimentation & Dredging
Sedimentation from establishing areas tributary to the BMP may eventually result in the reduction of the storage
volume and eventually will have to be removed The frequency of this sediment removal can be reduced by ensuring
that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion This
would include a periodic application of fertilizer and other treatments necessary to promote a stable groundcover and
minimize sedimentation to the BMP The maintenance on this BMP requires that the main pool and forebay both be
cleaned out when the accumulated sediment depth equals 1 foot (elevation 356 00 in forebay and elevation 356 00 in
main pool) For aesthetic purposes it may be desirable to maintain it prior to this point The removed material should
be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a groundcover sufficient
to restrain erosion
16024 O &M Document Page 6 of 7
92509

III INSPECTION, OPERATION & MAINTENANCE LOGS
(attach a blank copy of the applicable O &M log for each BMP)
(attach 8 %2 x 11 Location Map)
(attach 81/2 x 11 copy of Recorded Plat(s))
(attach the Stormwater Management Plan including form #16012 and As builts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
9 25 09

nZ TOWM OF
Holly
Spnngs
n O R T H CAROLINA TOWN OF HOLLY SPRINGS
�NOFHOLLYSpR�N
C OPERATIONS AND MAINTENANCE
S� S
E tr m t I
Sery cesa d
St AGREEMENT & MANUAL COVER SHEET
rmwater
Man g me t
RING DEPP�M���
NEW HILL PLACE - PHASE 1 SECTION 1
Holly Springs, North Carolina
Owner /Financially Responsible Party Contact Name
KRG New Hill Place, LLC David George
30 S Meridian St, Suite 100 30 S Meridian St Suite 100
Indianapolis IN 46204 Indianapolis IN 46204
[phone] Office
[phone] Fax
dgeorgena,kiterealty com
Registered Agent
Corporation Service Company
327 Hillsborough Street
Raleigh, NC 27603
[phone] Phone
[phone] Fax
Prepared By
The John R McAdams Co, Inc
PO Box 14005
RTP NC 27709
Design Engineer
Beth Ihnatolya PE
PO Box 14005
RTP, NC 27709
[phone] Office
[phone] Fax
ihnatolya@johnrmcadams com
Date Submitted by Design Engineer
Date of DRAFT Approval by Town of Holly Springs
Date of Approval by Town of Holly Springs
16024 O &M Document
92509
Page 1 of 7

Structural Stormwater Best Management Practice (BMP) Maintenance Agreement
SWMF #4 (Stormwater Wetland)
Note Maintenance intervals of the various overall BMP components is listed below See section
I and II of the attached Operations and Maintenance Manual for detailed maintenance procedures
associated with the items below
I Monthly or after every runoff producing rainfall, whichever come first
a Entire BMP
b Perimeter of Wetland
c Inlet & Outlet Device
d Planted Forebay & Wetland Zones
e Deep pool shallow water and shallow land areas
f Vegetated Shelf
II Quarterly
a Drainage Area of the wetland
b Receiving Water
III Senn- Annually
a Aquatic Environment
b Micropool
IV Annually
a Annual Inspection & Certification by Registered Professional Engineer to TOHS
b Quarterly Inspection Reports
c Inspection of Dam Embankment by Dam Safety Expert
d Sediment and Dredging
I hereby acknowledge that I represent the financially
responsible party for maintenance of the Structural Stormwater Best Management Practices for
this site I will perform the maintenance as outlined above for this protect Operation and
maintenance responsibilities may be transferred to the HOA/OWNER upon completion,
contingent upon the Town of Holly Springs approving that all installation, performance measures
and documentation are in compliance with the approved stormwater management plan
Signature
Date
I a Notary Public of the State of County of
do hereby certify that personally appeared before me this
day of, and acknowledge due execution of the foregoing instrument Witness my hand
and official seal,
Seal
My Commission Expires
16024 O &M Document Page 2 of 7
92509

Project Name & Phase
OPERATIONS & MAINTENANCE MANUAL
New Hill Place — Phase 1 Section 1
Information The stormwater wetland (SWMF #4) will be constructed and maintained by KRG New Hill
Place LLC Attn David George Phone [phone] Fax [phone] email dgeorge @kiterealty com
The BMP(s) is /are located on property owned by KRG New Hill Place LLC Deed Book XXXX Page
XXXX A stormwater surety or another approved instrument will be provided in the amount equal to the
replacement cost of the pond plus 50%
Date Constructed
Location New Hill Place — Phase 1 Section 1 (Adjacent to collector road)
Receiving Watercourse(s) Unnamed Tributary to Little Branch
Contractor
(applicable structure) Example add impoundment & dam info
(applicable structure) Example add spillway info
(applicable structure) Example add spillway channel info
Material Supplies
Riser Structure 4 x 4 Square Concrete
Outlet Barrel 24 O ring RCP
Riprap Velocity Dissipator NCDOT Class B Riprap 12 L x 14 W x 22 Thick
16024 O &M Document Page 3 of 7
92509

Protect Name & Phase
New Hill Place — Phase 1 Section 1
Type of BMP Stormwater Wetland (SWMF #4) Type of BMP
This manual established procedures for maintenance and operation of the stormwater wetland (SWMF #4)
MAINTENANCE
Frequency
Inspection Frequency
Inspection Type
Quarterly and within 24
Inspection must be conducted by a trained qualified party These
hours after every water
inspections are intended to identify obvious maintenance needs
quality storm (greater than
early in order to prevent more extensive corrective actions
10 inch)
Annual Certification
Inspection must be conducted by a Professional Engineer These
Perimeter of the wetland
inspections are intended to provide a more thorough assessment of
Regrade the soil if necessary to
the facility Annual inspection reports (sealed by the PE) must be
gullies have formed
submitted to the TOHS Engineering Department Field survey
calculations to confirm storage volume and embankment
ground cover and water until it is
stabilization etc may be required on a case by case basis
Important Maintenance Procedures
Immediately following construction of the stormwater wetland bi weekly inspections will be conducted and
wetland plants will be watered bi weekly until vegetation becomes established (commonly six weeks)
No portion of the stormwater wetland will be fertilized after the first initial fertilization (if required) to establish
the wetland plants
Stable ground cover will be maintained in the drainage area to reduce the sediment load to the wetland
Once a year a dam safety expert should inspect the embankment
Detailed Maintenance Procedures
BMP element
Potential problem
How to remedy the problem
Entire BMP
Trash/debris is present
Remove the trash/debns
Drainage area of the BMP
Ground cover is unstable or loose
Stabilize groundcover or remove
soil or is available for erosion
loose soil or debris
Perimeter of the wetland
Areas of bare soil and/or erosive
Regrade the soil if necessary to
gullies have formed
remove the gully and then plant a
ground cover and water until it is
established Provide lime and a one
time fertilizer application
Vegetation is too short or too long
Maintain vegetation at a height of
approximately six inches
Inlet device pipe or swale
The pipe is clogged
Unclog the pipe Dispose of the
sediment properly
The pipe is cracked or otherwise
Replace the pipe
damaged
16024 O &M Document Page 4 of 7
92509

16024 O &M Document Page 5 of 7
92509
Erosion is occurring in the swale
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or nprap to avoid future
problems with erosion
Forebay
Sediment has accumulated and
Search for the source of the sediment
reduced the design depth to 75% of
and remedy the problem if possible
the original design depth
Remove the sediment and 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
nprap if needed to prevent future
erosion problems
Planted Forebay and Wetland Zones
A minimum coverage of 70% is not
Supplemental planting should be
achieved in the planted zones after
completed Coverage of 90% to 95%
the second growing season
is desirable
Weeds are present
Remove the weeds preferably by
hand If pesticide is used wipe it on
the plants rather than spraying
Deep pool shallow water and
Algal growth covers over 50% of the
Consult a professional to remove and
shallow land areas
deep pool and shallow water areas
control the algal growth
Cattails phragmites or other invasive
Remove the plants by wiping them
plants cover 15% to 20% of the deep
with pesticide (do not spray) —
pool and shallow water areas
consult a professional Remove
cattail frons and dispose of offsite
Removal of root structure may be
required
Shallow land remains flooded more
Unclog the outlet device
than 5 days after a storm event
immediate)
Plants are dead diseased or dying
Determine the source of the problem
soils hydrology disease etc
Remedy the problem and replace
plants Provide a one time fertilizer
application to establish the ground
cover if a soil test indicates it is
necessary
Best professional practices show that
Prune according to best professional
prunmg is needed to maintain
practices
optimal plant health
Sediment has accumulated and
Search for the source of the sediment
reduced the depth to 75% of the
and remedy the problem if possible
original design depth of the deep
Remove the sediment and dispose of
pools
it in a location where it will not
cause impacts to streams or the
BMP Sediment needs to be carefully
removed to minimize impacts to
existing vegetation and promote the
reestablishment of vegetation in
disturbed areas
Embankment
Shrubs have started to grow on the
Remove shrubs immediately
embankment
16024 O &M Document Page 5 of 7
92509

II OPERATION
A Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual These reports
shall be provided annually within 30 days of the anniversary of receipt of the Stormwater BMP /O &M Responsibility
Transfer letter (form #16037) A professional engineer shall certify the reports The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete After the
Town approves the work an as built drawing shall be completed and provided to the Town
Note Operation of a BMP should include the following
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record
Inspection should be conducted at minimum quarterly and certified by a professional engineer annually
• Observations — all observations should be recorded Where periodic inspections are performed following
significant rainfall events these inspections should be logged on the log forms found in Appendix D of the Town s
Design Manual or created specifically for the project
• Maintenance — written records of maintenance and/or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town s Design Manual or created specifically for the project
• Other Operation Procedures — the owner should maintain a complete and up to date set of plans (as built drawings)
and all changes made to the dam over time should be recorded on the as builts Mylar and digital as builts shall be
provided to the Town each time they are updated
16024 O &M Document Page 6 of 7
92509
Evidence of muskrat or beaver
Use traps to remove muskrats and
activity is present
consult a professional to remove
beavers
Tree(s) have started to grow on the
Consult a dam safety specialist to
embankment
remove the tree
Annual inspection by appropriate
Make all needed repairs
professional shows that the
embankment needs repair
Micropool
Sediment has accumulated and
Search for the source of the sediment
reduced the depth to 75% of the
and remedy the problem if possible
original design depth
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 micropool
Remove the plants preferably by
hand If a pesticide is used wipe it
on the plants rather than spraying
Outlet device
Clogging has occurred
Clean out the outlet device and
properly dispose sediment
The outlet device is damaged
Repair or replace the outlet device
Receiving water
Erosion or other signs of damage
Contact the TOHS Engineering
have occurred at the outlet
Department
II OPERATION
A Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual These reports
shall be provided annually within 30 days of the anniversary of receipt of the Stormwater BMP /O &M Responsibility
Transfer letter (form #16037) A professional engineer shall certify the reports The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete After the
Town approves the work an as built drawing shall be completed and provided to the Town
Note Operation of a BMP should include the following
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record
Inspection should be conducted at minimum quarterly and certified by a professional engineer annually
• Observations — all observations should be recorded Where periodic inspections are performed following
significant rainfall events these inspections should be logged on the log forms found in Appendix D of the Town s
Design Manual or created specifically for the project
• Maintenance — written records of maintenance and/or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town s Design Manual or created specifically for the project
• Other Operation Procedures — the owner should maintain a complete and up to date set of plans (as built drawings)
and all changes made to the dam over time should be recorded on the as builts Mylar and digital as builts shall be
provided to the Town each time they are updated
16024 O &M Document Page 6 of 7
92509

• Quarterly Operation and Maintenance Logs will be kept on file by the Owner or Responsible Party for each
Structural BMP Forms to be used to create Inspection and Maintenance Logs for each BMP are provided in the
Appendix to this BMP Manual
• Annual inspection and maintenance certifications must be filed with the TOHS A digital photograph must be
taken at the time of inspection and after maintenance for each BMP These must be kept on file with a hard copy
filed in the Inspection and Maintenance Log There are various training qualification and certification programs for
available for BMP inspectors it is recommended that all parties filling out quarterly operation and maintenance
logs to be trained appropriately for each BMP inspected
B Sedimentation & Dredging
Sedimentation from establislung areas tributary to the BMP may eventually result in the reduction of the storage
volume and eventually will have to be removed The frequency of this sediment removal can be reduced by ensuring
that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion This
would include a periodic application of fertilizer and other treatments necessary to promote a stable groundcover and
minimize sedimentation to the BMP The maintenance on this BMP requires that the micropool and forebay all be
cleaned out when the accumulated sediment depth equals 1 foot (elevation 356 00 in forebay and elevation 357 00 in
micropool) Any sediment accumulation within the wetland interior should be promptly removed to restore design
depths For aesthetic purposes it may be desirable to maintain it prior to this point The removed material should be
hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a groundcover sufficient to
restrain erosion
III INSPECTION, OPERATION & MAINTENANCE LOGS
(attach a blank copy of the applicable O &M log for each BMP)
(attach 8 Y2 x 11 Location Map)
(attach 8 %x 11 copy of Recorded Plat(s))
(attach the Stormwater Management Plan including form #16012 and As builts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
92509

ME Town oP TOWN OF HOLLY SPRINGS
Golly ENGINEERING DEPARTMENT
Springs PO Box 8 Holly Springs, NC 27540
NORTH C A R o L i n A (919) 557 -3938 o FAX [phone]
January 12 2012
KRG New Hill Place LLC
30 S Meridian St Suite 1100
Indianapolis IN 46204
Attn David C George
Subject Erosion Control Plan Approval for Land Disturbing Activity in Holly Springs North Carolina
Specific Conditions of Approval Applicable to this Site
Project New Hill Place, Phase 1 Section 1
Property Reference PIN 0649 56 3997
River Basin Cape Fear River Basin
Land Disturbance Permit Number 01 2012
Project Number 08 03 01 EC
To Mr George
This is a long letter but it is in your best interest to read it carefully so that you understand your
responsibilities and liabilities Failure to do so may be an expensive mistake
Note This is not approval to begin work on the subject project A Land Disturbance Permit must
be obtained from the Town pnor to any work beginning on this site
Approval of the erosion control plan for this site was recently granted The purpose of this letter is to
remind you of your responsibilities in undertaking this activity This letter and its statements conditions
etc becomes part of the approved erosion control plan for this land disturbing activity
Pay special attention to the Conditions of Approval on the last page(s)
KRG New Hill Place LLC is listed as the firm responsible on the Statement of Ownership and Financial
Responsibility form submitted for this site (If you are not the owner /developer or other responsible person
please take this opportunity to correct this error as soon as possible otherwise you will be considered
responsible) Although you will probably contract someone (a general contractor grading contractor
subcontractor etc ) to actually implement and maintain the erosion control plan it is your responsibility
according to the Town of Holly Springs Sod Erosion and Sedimentation Control Ordinance to see that the
requirements of the Ordinance and approved erosion control plan are met It is also your responsibility to
ensure the approved plan is successful in containing sediment on site and that any permanent erosion
control measures are successful if these responsibilities are not fulfilled and enforcement and /or legal
actions are taken it will be against KRG New Hill Place LLC not the grading contractor or other
subcontractor unless they are the same person or firm
Engineering Department personnel will cooperate with you and your designer and contractor to implement
the approved plan and meet the Ordinance requirements To accomplish this both you and your agents
must take the initiative in contacting the environmental inspector and /or environmental engineer However
this interaction must not be interpreted as relieving you of any responsibilities and transferring it to the
contractor or Town of Holly Springs Engineering Department personnel Neither should it be construed
that inspectors are acting as liaison between you and your designer contractors or other agents If
problems arise Engineering Department personnel will suggest solutions — however these are only
suggestions since erosion control personnel will not act as your engineer If necessary you must employ
your design professional to design a solution
9030 Letter of Plan Approval 111312006 Page 1 of 6

PERFORMANCE The Erosion Control Ordinance is performance oriented — if it is determined that
sediment damage (sediment lost off site into unprotected streams or other water bodies) is occurring
despite proper implementation and maintenance of the approved plan it is your responsibility to
provide additional sediment trapping and /or erosion control measures Although the plan has been
carefully reviewed unexpected difficulties are inevitable and you must resolve them
® RESTORATION OF AREAS DAMAGED BY SEDIMENT You will be required to restore waters and
land affected if you fad to retain sediment generated by this activity This is in addition to any other
penalty or injunctive relief
CHANGES TO THE PLANS OR OWNERSHIP OF THE PROPERTY If significant changes are
required to the approved plan then you must have your designer make revisions and submit copies to
the Engineering Department upon request If the site plan is revised in any way that effects erosion
control you must inform us and submit revised plans If ownership of this project changes and
responsibility is transferred to another person you or the new owner must inform us in writing
Otherwise KRG New Hill Place LLC will be considered responsible
COMPLETION OF DISTURBANCE IN AS SHORT A TIME AS POSSIBLE Sediment trapping
devices are not 100% effective in removing sod particles from runoff Therefore the Ordinance
requires that all land disturbing activities be planned and conducted to limit exposure to the shortest
feasible time To accomplish this requirement construction must be continuous and uninterrupted
until completion and permanent stabilization If construction is interrupted or delayed or the project is
abandoned the site must be stabilized with adequate ground cover
PROVIDE YOUR CONTRACTORS WITH A COPY OF THE APPROVED PLAN Make sure your
contractor has a copy of the approved erosion control plan has considered it in their bid and is
prepared to implement the plan If different subcontractors will conduct separate phases of the plan
KRG New Hill Place, LLC must ensure that their efforts are coordinated so that the approved plan is
followed For example if different contractors will do the clearing and installation of the sediment
trapping devices the clearing must not get ahead of construction of the devices As stated in the
approved plan the initial clearing must be limited to only that area necessary to gain access to
and install the devices
KEEP A COPY OF THE APPROVED PLAN ON THE SITE so that it is available to the contractor and
inspection personnel Failure to do so is a violation
DISPOSAL OF CLEARING AND DEMOLITION DEBRIS AND CONSTRUCTION WASTE All debris
and waste resulting from development of the site (stumps demolished structures construction waste
etc ) must be properly disposed of in accordance with local and State regulations
SITE INSPECTIONS The Ordinance authorizes Engineering Department personnel to enter the site
for the purpose of investigation and inspection Personnel will periodically inspect the site to
determine if the approved plan is being implemented and if it is successful If problems or violations
are found the inspector will attempt to contact site personnel to discuss with them and arrange
corrections within a specified time Also a written site inspection report will be left with site personnel
in the inspection box on site or transmitted in another agreed upon manner If you or your contractor
have questions about the inspection report contact the inspector immediately — don t wait until the
deadline to start asking questions
SELF INSPECTIONS KRG New Hill Place LLC must inspect their project after each phase of
development and document the inspection in writing as required by NCGS 113A 54 1 The NC Self
inspection report for Land Disturbing Activity shall be used to document the report These reports
shall be kept on site with the Environmental development Permit and NPDES log book
Page 3 of 6

the responsibility of the owner to re seed and establish a permanent vegetative cover when the annual
fads after one season If vegetation in a ditch or channel fails to survive and establish a permanent
cover so that erosion is restrained then some other type of lining such as stone must be provided by
the owner
E MAINTENANCE OF PERMANENT MEASURES Maintenance of permanent measures is the
responsibility of the owner — except those measures in a street or utility right of way accepted by a
government agency
APPEALS You have the right to appeal the following disapproval of the erosion control plan
modifications to the erosion control plan any conditions of approval and enforcement actions
Procedures are outlined in the Ordinance
CONDITIONS OF APPROVAL APPLICABLE TO THIS SITE
Specific Conditions
1 This approval is for Ph 1 Sect 1 grading and erosion control Ph 1 Sect 1 Stormwater
Management Plan This approval does not include any utility installation
2 Any additional land disturbance outside of Phase 1 Section 1 will need an additional Land
Disturbance Permit
3 No work can begin on site until all applicable fees have been paid and a preconstruction meeting
has occurred
4 Design engineer and Town of Holly Springs Development Inspector to field verify temporary
diversion ditch locations prior to installation
5 Town of Holly Springs Development Inspector to approve removal of any erosion control device
prior to the device being removed
6 Stormwater Fee In Lieu must be paid prior to issuance of a land disturbance permit
7 Record drawings and PE Certification will be required for the BMP
8 Performance and Maintenance Sureties are required for this project
9 The Stormwater Operation & Maintenance Manual and Maintenance Sureties must be finalized
and in place prior to transition of permanent maintenance of the stormwater BMPs by the property
owner
10 Flood Study approval is required prior to construction drawing approval
General Conditions
1 Because this project will disturb one (1) acre or more you must comply with the North Carolina
Department of Environment and Natural Resources regulations concerning the state s NPDES
General Permit for stormwater discharges on constructions sites disturbing more than one (1)
acre Please refer to the attached NPDES General Permit No NCG010000
2 Erosion Control Self Inspections are required with this project
Failure to appeal these conditions in writing within 15 days after receipt of this letter and initiation of land
disturbing activity signifies your acceptance of this condition of approval of the sediment and erosion
control plan and your intention to observe and implement the conditions
Before any land disturbing activity can begin you or your agent must sign the Land Disturbance Permit
before it is issued to acknowledge in writing that you have read this letter understand its requirements and
implications and are prepared to ensure that you your contractors agents etc will observe these
requirements
Page 5 of 6

NEW HILL PLACE
PHASE -1 - SECTION
Holly Springs, North Carolina
Final Stol-Inwater Management Plan, Design Calculations
Project Number:
Designed By:
Date:
KRG- I 1000
Bcth Ihnatolya, PE
Jeremy V. Finch, PE
.January 2012
.......... A
. . . . . . ,
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THE JOHN R. McADAM.S
COMPANY, INC.
RESEARCH TRIANNGLF. PARK CHARLOTTE WILMINGTON
P. 0. Box 14005 Research Triangle Park, NC 2770!
9IM-3i1 -5000 FAX 9IM-3i7 -2269
,.v%v%-.,j*hnrr-nca dams.corn

EcoEngineering
A di' ision of The John R McAdams Company Inc
DATE
B�' r•�,
NEW W HIJL L PLACE
PHASE I ® SEC'TION I
HOLLY SPRINGS NORTH CAROLINA
FINAL STORMWA TER MANAGEMENT PLAN DESIGN
CALCULATIONS
©q -13'4 L v3
KRG -11000 Elm@[Rowply
IAN 1 3 2012
January 2012 DENR WATER QUALITY
RAND -) AND STORMWATER BRANCH
r A CA
Beth Ihnatolya PE = I
Project Engineer, J
3376561 Z
q,
V
Jeremy V Finch PE
Project Manager
Research Triangle Park NC
Post Office Box 14005
Research Triangle Park
North Carolina 27709
ridian Parkway
North Carolina 27713
8u ,i3 5646
919 287 4262
919 361 2269 Fax
www ecoengr corn I Design Services Focused On Client Success

NEW HILL PLACE - PHASE 1 SECTION 1
Final Stormwater Management Plan Design Calculations
General Site DescrcvtIon
Located adjacent to NC Highway 55 at its northwest intersection with New Hill Road (S R
1152) in Holly Springs North Carolina is the proposed commercial development currently
known as New Hill Place Proposed development on this approximately 168 acre site will
ultimately consist of the construction of commercial /retail buildings and outparcels parking
sidewalks streets along with the associated infrastructure, utility and stormwater management
improvements Proposed for construction at this time is Phase 1 Section 1 of the project only,
which consists of a Target store and several commercial /retail building along with the necessary
street/parking/sidewalk/utility infrastructure Also proposed for construction as part of Phase 1
Section 1 are the various offsite roadway improvements to the surrounding NC Highway 55 and
New Hill Road corridors
New Hill Place is located within the Cape Fear River basin and will be subject to the stormwater
management requirements set forth in Section 8 Article 5 of the Town of Holly Springs Code of
Ordinances NPDES Phase II Post Construction Stormwater Regulations (Adopted November 6
2007) This ordinance requires that development properly manage stormwater runoff rate,
volume and pollutants as necessary to protect the environment property, health safety and
welfare of the Town s citizens This report contains the final design calculations detailing the
expected stormwater impacts as a result of the proposed development of Phase 1 Section 1, along
with final designs of only the proposed stormwater management facilities that are located within
Phase 1 Section 1 (SWMF #1, #2, #3 #4) that will be used to mitigate the impacts
Current Applicable Stormwater Management Regulations
More specifically ztormwatei management for the proposed development shall be designed in
accordance with the following
Town of Holly Springs Code of Ordinances — Section 8 -232 — NPDES Phase II Post -
Construction Stormwater Regulation Development Standards
All development for which a land disturbance permit is required (20 000 sq ft or greater of
disturbed area) shall implement Structural and Non Sti uctural BMPs that comply with each
of the following performance standards The Structural and Non - Structural BMPs shall
control and treat
I The difference in stormwater runoff peak discharge rate leaving the project site
between the pre and post Development conditions for at a minimum the 1 -Year
24 Hour Storm (2 83 inches) Runoff volume drawdown time shall be a minimum of
twenty-four (24) hours but not more than one hundred and twenty (120) hours
2 The total nitrogen (TN) export limitations in a manner consistent with the Neuse
Basin Rules 15A NCAC 2B 0233 will be required throughout the Town and extra
territorial jurisdiction The Town Council may establish Fee in Lieu for nitrogen
export and may amend and update the fees and policies from time to time Fee costs
and policies will be outlined in the Design Manual
3 A minimum of 85% average annual removal for Total Suspended Solids (TSS)

4 General engineering design criteria for all projects shall be in accordance with 1
NCAC 2H 1008C as explained in the Design Manual
5 All Built Upon Area shall beat a minimum of 30 feet landward of all perennial
inter mittent surface waters as described in Section 7 06 of the UDO
Addressing Current Storm water Management Regulations
The proposed stormwater management plan for New Hill Place Phase I Section 1 will be
designed to protect the downstream environment The plan incorporates biologically based
stormwater management techniques to manage both water quantity and quality aspects of site
runoff As can be seen in this report, stormwater management for New Hill Place Phase 1
Section 1 will be accomplished by incorporating engineered stormwater best management
practice facilities throughout the phase to capture and treat the stormwater runoff from developed
areas Specific stormwater treatment devices that will be used are wet detention basins and
extended detention stormwater wetlands designed to remove a minimum of 85% average annual
total suspended solids (TSS) provide slow release (i e 2 to 5 days) of the difference in pre to
post development peak runoff rate for the 1 year, 24 hour storm and limit nitrogen export in a
manner consistent with the Neuse Basin Rules 15A NCAC 213 0233 These facilities will serve
the dual purpose of water quality and water quantity (ie detention) control
Discussion of Nitrogen Export Calculations
The total nitrogen (TN) export limitations in a manner consistent with the Neuse Basin Rules
15A NCAC 213 0233 will be required throughout the Town and extra territorial jurisdiction In
accordance with these rules, projects shall use a nitrogen export standard of 3 6 lbs /ac /yr
However before using offset payments the development must achieve at a minimum, a nitrogen
export that does not exceed 6 0 lbs /ac /yr for residential development and 10 0 lbs /ac /yr for multi
family commercial or industrial development
For the purpose of nitrogen export computations a 177 13 acre total nitrogen analysis area was
created that encompasses all onsite construction future outparcels, the thoroughfare road, and a
portion of the offsite roadway improvements (see nitrogen exhibit for a graphic representation of
the total nitrogen analysis area) However for the current Phase 1 Section 1 construction drawing
submittal nitrogen export calculations were only performed on Phase 1 Section 1 of the project
which comprises approximately 69 04 acres of the 177 13 acre total nitrogen analysis area The
remaining portions of the project (i e future phases /outparcels) were not included in the nitrogen
export calculations and will be required at the time of their development to update these
nitrogen export calculations to incorporate their particular phases /outparcel into the nitrogen
calculations In the event these phases /outparcels are never developed the attached calculations
show that Phase 1 Section 1 stands alone with respect to meeting the applicable nitrogen export
regulations
Discussion of Pre- PostAnalysas
During preparation of the 2008 Development Plan it was indicated by the Town of Holly Springs
that New Hill Place will also be required to meet the requirement of no increase in the 100 year
post development peak water surface elevations in the receiving downstream Forest Springs
Subdivision tributaries To accomplish this it was agreed to that the stormwater management
plan design for New Hill Place will be required to demonstrate that the 100 year post
development peak flowrates exiting the property are less than or equal to the 100 year post
development peak flowrates within the receiving downstream Forest Springs Subdivision
tributaries listed in the Forest Springs Subdivision flood study

As you can see from the report, the post development peak flow rates have been detained back to
pre development peak flow rates in the 1 year and 100 year storm events for POA #1 and POA #2
Calculation MethodoloQy
1) Rainfall data for the Holly Springs, NC region is from NOAA Atlas 14 with a partial
duration series assumption for the 1 year and 10 year storms and annual duration assumption
for the 100 year storm The 1 year /24 hour rainfall depth is 2 89 inches and the 10 Year /24
hour rainfall depth is 5 09 inches, and the 100 year /24 hour rainfall depth is 7 60 inches
These rainfall depths were input into the meteorological model within PondPack for peak
flow rate calculations Please reference the rainfall data section within this report for
additional information
2) The 1 year / 24 hour design storm is assumed to be a total rainfall depth of 2 89
assuming an SCS Type II rainfall distribution
3) Existing topographic information is a combination of boundary surveys by Withers
Ravenel Kenneth Close Surveying LIDAR aerial topographic mapping from NC Floodn
and site survey by The John R McAdams Company Inc
4) Using maps contained within the Wake County Soil Survey the on and off site soils were
determined to be from either hydrologic soil group (HSG) `B soils or HSG D' soils Since
the method chosen to compute both pre and post development peak flow rates and runoff
volumes is dependent upon the soil type care was taken when selecting the appropriate Soil
Conservation Service Curve Number (SCS CN)
a) Within each sub basin a proportion of each soil group was determined using NRCS
Soil Survey Maps Once a proportion was determined, a composite SCS CN was
computed for each cover condition For example, the pre development condition of
Sub basin #213 consists of approximately 77 5% HSG B soils and 22 5% HSG D
soils Therefore, for the open area cover condition the composite SCS CN 'is
computed as follows (assuming good condition)
Composite Open SCS CN = (0 775 *61) + (0 225 *80) = 65
b) This type of calculation was done for each of the studied sub basins in the pre and
post development condition in an effort to accurately account for the difference in
runoff between HSG B soils and HSG D soils
5) A composite SCS Curve Number was calculated for the post development condition for each
subbasm using SCS curve numbers and land cover conditions Land cover conditions for the
onsite post development condition were taken from the proposed development plan
6) In the pre development condition the times of concentration are calculated using SCS TR 55
(Segmental Approach 1986) The Tc flow path was divided into three segments overland
flow, concentrated flow and channel flow The travel time was then computed for each
segment from which the overall time of concentration was determined by taking the sum of
each segmental time
7) The post development times of concentration to each stormwater facility are assumed to be 5
minutes in the post development condition This is a conservative assumption

8) PondPack Version V81 was used in determining the pre & post development peak flow
for the 1 10 and 100 year storm events as well as routing calculations for the pro]
stormwater management facilities
9) The stage storage functions for the proposed stormwater management facilities were
generated outside of PondPack and then input into PondPack for final routing calculations
10) Water quality sizing calculations for each facility were performed in accordance with 1
N C Stormwater Best Management Practices manual (NCDENR July 2007) The norn
pool surface area for each wetland facility was sized using the runoff volume computed usi
the Simple Method and a maximum pondmg depth of 12 inches
11) Velocity dissipaters will be provided at the stormwater management facility principal
spillway outlets to prevent erosion and scour in these areas The dissipaters are constructed
using np rap, underlain with a woven geotextile filter fabric The filter fabric is used to
minimize the loss of soil particles beneath the np rap apron The dissipaters are sized for the
10 year storm event using the NYDOT method It is a permanent feature of the outlet
structures
12) For 100 year storm routing calculations a worst case condition was modeled in order to
insure the proposed facilities would safely pass the 100 year storm event The assumptions
used in this scenario are as follows
a) The starting water surface elevation in each facility, dust prior to the 100 year storm
event is at the top of riser elevation This scenario could occur as a result of a clogged
siphon or a rainfall event that lingers for several days This could also occur as a result of
several rainfall events in a series before the inverted siphon has an opportunity to draw
down the storage pool between NWSE and the riser crest elevation
b) An attempt was made to achieve a
between the peak elevation during the
each facility
Conclusion
minimum of approximately 10 ft of
worst case scenario and the top of the
If the development on this tract is built as proposed within this report, then the requirements set
forth in the applicable Town of Holly Springs regulations will be met with the proposed
stormwater management facilities However modifications to the proposed development may
require that this analysis be revised Some modifications that would require this analysis to be
revised include
1 The proposed site impervious surface exceeds the amount accounted for in this report
2 The post development watershed breaks change significantly from those used to prepare
this report
The above modifications may result in the assumptions within this report becoming invalid The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward

NEW HILL PLACE SUMMARY OF RESULTS B IHNATOLYA PE
KRG 11000 1/5%2012
=> RELEASE RATE MANAGEMENT RESULTS

NEW HILL PLACE SUMMARY OF RESULTS SWMF
KRG 11000
STORMWATER MANAGEMENT FACILITY 91
Return Period
1 Year
10 Year
100 Year (Siphon Unclogged)
100 Year (Siphon Clogged)
B IHNATOLYA PE
1/5/2012
Inflow
[cfs]
342
Outflow
[cfs]
04
Max W'.
[ft]
38238
595
125
38340
793
461
38397
793
1 487
1 384 16
Design Drainage Area =
1005
acres
Design Impervious Area =
749
acres
Top of Dam =
38600
ft
Normal Pool Elevation =
38000
ft
Surface Area at NWSE =
17341
sf
Required Surface Area at NWSE =
17172
sf
Riser Length =
4
ft
Riser Width =
4
ft
Riser Crest =
38300
ft
Barrel Diameter =
24
inches
# of Barrels =
1
Invert In =
37200
feet
Invert Out =
37000
feet
Length =
140
feet
Slope =
00143
ft/ft

NEW HILL PLACE
KRG 11000
SUMMARY OF RESULTS SWMF
STORMWATER MANAGEMENT FACILITY #2
B IHNATOLYA PE
1/5/2012
Return Period
1 Year
Inflow
[cfs]
1039
Outflow
[cfs]
3 1
Max WSE
[ft]
36958
10 Year
1891
111
371 18
100 Year (Siphon Unclogged)
2565
504
37242
100 Year (Siphon Clogged)
2565
1 522
372'99
Design Drainage Area =
33 32
acres
Design Impervious Area =
2271
acres
Top of Dam =
37400
ft
Normal Pool Elevation =
36800
ft
Surface Area at NWSE =
82428
sf
Required Surface Area at NWSE =
80241
sf
Riser Length =
4
ft
Riser Width =
4
ft
Riser Crest =
371 50
ft
Barrel Diameter =
24
inches
# of Barrels =
I
Invert In =
36400
feet
Invert Out =
35600
feet
Length =
72
feet
Slope =
0 1111
ft/ft

NEW HILL PLACE
KRG 11000
SUMMARY OF RESULTS - SWMF
STORMWATER MANAGEMENT FACILITY #3
B IHNATOLYA PE
1/5/2012
meturn rerim
2054
lntlow
Uuttlow
Max WNE
acres
[cfs]
[cfs]
[ft]
1 Year
ft
670
1 1
36452
10 Year
33739
1192
320
36528
100 Year (Siphon Unclogged)
160 1
41 5
36677
100 Year (Swhon Cloap-ed)
ft
1 1601
1 42 1
366 99
Design Drainage Area =
2054
acres
Design Impervious Area =
1473
acres
Top of Dam =
36800
ft
Normal Pool Elevation =
36200
ft
Surface Area at NWSE =
33739
sf
Required Surface Area at NWSE =
32485
sf
Riser Length =
4
ft
Riser Width =
4
ft
Riser Crest =
36450
ft
Barrel Diameter =
24
inches
# of Barrels =
I
Invert In =
35850
feet
Invert Out =
35800
feet
Length =
60
feet
Slope =
00083
ft/ft

NEW HILL PLACE
KRG 11000
SUMMARY OF RESULTS - SWMF
STORMWATER MANAGEMENT FACILITY #4
Return Period
B IHNATOLYA PE
1/5/2012
Design Drainage Area =
[cfs]
[cfs]
[ft]
1 Year
244
09
361 39
10 Year
477
26
363 03
100 Year (Siphon Unclogged)
668
21 8
363 55
100 Year (Siphon Clojzp-ed)
668
357
36384
Design Drainage Area =
905
acres
Design Impervious Area =
536
acres
Top of Dam =
36500
ft
Normal Pool Elevation =
36000
ft
Surface Area at NWSE =
20459
sf
Required Surface Area at NWSE =
19154
sf
Riser Length =
4
ft
Riser Width =
4
ft
Riser Crest =
36300
ft
Barrel Diameter =
24
inches
# of Barrels =
1
Invert In =
35700
feet
Invert Out =
35600
feet
Length =
60
feet
Slope =
00167
ft/ft

MISCELLANEOUS SITE DATA
NEW HILL PLACE
KRG -11000

Print Page - NC Areas Subject to Phase II Post - Construction & Other Stormwater Progra... Page 1 of 1
NC Areas Subject to Phase II Post - Construction & Other Stormwater Program Requirements
The map representations are the best available
as of July 27, 2010. Please check with the local
government (city or county) in your location to
verify specific stormwater requirements.
Areas subject to Stormwater Post - Construction
(Permitting) are based on existing programs an
Session Law 2006 -246. NC Division of water
Quality, 10/12/2010
DENR
Region :
Map Legattd
N
Intirttstit
14ti1Readt
Permit[ing :
s+eondary Road[
Primary Reads
Basis :
U[ U40way
Type :
NG 600w41
Notes :
Countlit
Phase 2 :
L24K Hydropraphy (Arta)
Jurisdiction:
Hydrography
®
L�ltlt Mypna
Municipal aoundartat
Stormwater Jurisdiction
Gw•t.i fiat. 4W F.aptina
>�
Local frwpr. n•
■
sial. [torroW.t.�Frveprm
Nd [l.nswal.�Fwgr.n•
■
Ov.rl.ppi.a Fr4)rana•
Ph... LI A-.
■
[L w.t.n
The map representations are the best available
as of July 27, 2010. Please check with the local
government (city or county) in your location to
verify specific stormwater requirements.
Areas subject to Stormwater Post - Construction
(Permitting) are based on existing programs an
Session Law 2006 -246. NC Division of water
Quality, 10/12/2010
DENR
Region :
Raleigh
County :
yt/AKE
Permit[ing :
Local
Basis :
IIn Permitted Phase II Jurisdiction
Type :
phase II Entity
Notes :
Inside Holly Springs
Phase 2 :
Local program satisfies Phase II rqmts
Jurisdiction:
Holly Springs
http: // 149.168.87.131stortnwaterl print. aspx? CMD= INIT &XMIN =- 78.91392639317891 &... 10/12/2010

Name of Stream
description
Cun: Class
Date
Basin
Neuse
Stream Index #
Tom Jack Creek
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -10
Lake, Buckhorn Cr.
supply intake to mouth
m Branch
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -4
NEUSE
Lake, Buckhorn Cr.
From a point 0.5 mile
WS- IV;NSW,CA
07/01/04
Neuse
27 -(22)
Cary Branch
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -5
Lake, Buckhorn Cr.
Wake Forest proposed
Norris Branch
From source to Cary
C
09/01/74
Cape
Fear
18 -7 -5 -1
Branch
Town of Wake Forest
Utley Creek
From source to Harris
C
04/01/59
Cape
Fear
18 -7 -5.5
Lake, Buckhorn Cr.
intake
White Oak Creek
From source to Harris
C
04/01/59
Cape
Fear
18 -7 -6
Lake, Buckhorn Cr.
Beddingfield Creek to
Big Branch
From source to White
C
09/01/74
Cape
Fear
18 -7 -6 -1
Oak Creek
downstream of Johnston
Little Branch
From source to Big
C
09/01/74
Cape
Fear
18- 7 -6 -1 -1
NEUSE
Branch
From I -85 bridge to
WS- IV,B;NSW,CA
08/03/92
Neuse
27 -(5.5)
Little White Oak
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -7
Creek
Lake, Buckhorn Cr.
Big Branch
From source to Harris
C
04/01/59
Cape
Fear
18 -7 -8
Lake, Buckhorn Cr.
Thomas Creek
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -9
Lake, Buckhorn Cr.
NEUSE RIVER
From dam at Falls Lake
WS- IV;NSW
07/01/04
Neuse
27- (20.7)
to a point 0.5 mile
upstream of Town of
Wake Forest proposed
water supply intake
(Former water supply
intake for Burlington
Mills Wake Finishing
Plant)
NEUSE
RIVER
From Town of Wake
C;NSW
08/03/92
Neuse
27- (22.5)
Forest proposed water
supply intake to mouth
of Beddingfield Creek
NEUSE
RIVER
From a point 0.5 mile
WS- IV;NSW,CA
07/01/04
Neuse
27 -(22)
upstream of Town of
Wake Forest proposed
water supply intake to
Town of Wake Forest
proposed water supply
intake
NEUSE
RIVER
From mouth of
WS -V;NSW
08/03/92
Neuse
27 -(36)
Beddingfield Creek to
a point 0.2 mile
downstream of Johnston
County SR 1700
NEUSE
RIVER
From I -85 bridge to
WS- IV,B;NSW,CA
08/03/92
Neuse
27 -(5.5)
(Falls
Lake
dam at Falls Lake
below
normal
pool elevation)
Page 3 of 13 2010 -10 -09 07:08:27

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NEW HILL PLACE
KRG -11000

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KI2G 11000

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NEW HILL PLACE
KRG 09020
WATERSHED SOIL
INFORMATION
=> Site gods from the Wake County Soil Survey
B IHNATOLYA PE
symbol
Name
Soil Classification
GeB
Georgeville Silt Loam
B
HrB
_ Herndon Silt Loam
B
Ha-C
Herndon Silt Loam
B
HrD2
Herndon Silt Loam
B
�MfD2
_ Mayodan Sandy Loam
- B
Mfg _
Mayodan Sandy Loam - -�—
--
MgB ®4�Mayodan
Gravelly Sandy Loam
_B
B
MgB2
Mayodan Gravelly Sandy Loam
B
_ MgC
Mayodan Gravelly Sandy Loam
B V
a MyB
_ Mayodan Silt Loam
B
MyD
a �Mayodan Silt Loam_
B
WY
_ Worsham Sandy Loam
D
References
SOIL SURVEY WAKE COUNTY, NORTH CAROLINA UNITED STATES
DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION)
SCS TR 55 UNITED STATES DEPARTMENT OF AGRICULTURE SOIL
CONSERVATION SERVICE 1986
9/25/2009

NEW HILL PLACE
KRG 11000

Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION `
(D FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 35 664722 N 78 849167 W 298 feet
from P ec p tan Freq ency Aila of th U t ted Stat NOAA Atlas 14 V I m 2 V 3
G M Bonn n D Mart B L T Parzyb k M Y kta a d D R ley
NOAA Natuo at W ther Sery ce S 1 er Sp ng Maryla d 2004
E tracted Tlue Oct 12 2010
ce Llmlts Seasonality Related Info GIS data Maps Docs Return to State M
Precipitation Frequencv Estimates (inches)
ARI* 15 30 a 120 33 hr 6 hr �a (years) min
748h
bid l4 cue
1� 0 41 0 66 0 82 113 1 41 1 64 1 74 2 09 2 46 2 89 3 35 3 73
0 0 48 0 —77jEfl 1 34 1 68 1 97 2 09 Efl 2 95 3 48 4 03 447
0 0 55 0 89 1 12 1 59 2 04 2 42 2 58 3 10 3 67 4 38 5 03 5 53
10 061 098 124 180 235 281 302 362 431 509 582 636
25 0 68 1 08 1 37 2 03 2 70 3 29 3 56 4 30 5 16 6 06 6 89 F51
50 0 73 1 16 1 47 2 21 2 99 3 68 4 03 4 88 5 90 6 84 7 74 8 41
100
200
500 0 85 1 34 1 69 2 69 3 86 4 95 5 62 6 91 8 55 9 57 10 73 1 160 12 80 13 63 17 13 19 39 22 89 25 94
1000 0 88 1 39 1 75 2 83 4 13 5 37 6 18 7 62 9 52 ] 0 45 11 69 12 63 13 89 14 70 18 40 20 63 24 17 27 25
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval
Please refer to NOAA Atlas 14 Document for more information NOTE Formatting forces estimates near zero to appear as zero
0 77
1 22
154
2 37
3 26
4 06
4 49
5 47
6 65
7 63
8 61
9 35
10 37
11 24
14 25
16 52
19 88
22 82
0 81
1 28
1 61
2 51
3 52
4 45
4 97
6 08
7 45
8 44
9 50
10 30
11 40
12 26
15 47
17 75
21 18
24 18
* Upper bound of the 90% confidence interval
Preciprtation Freauencv Estimates (inches)
7 01 118 69 1111 031113 18
80 II11 911114 821117 43
10
0 67
1 07
1 36
1 97
2 56
3 10
3 32
3 97
4 73 5 49
6 27
6 82
7 65
8 51
10 99
13 21
16 27
19 02
25
ARI **
1 18
1 50
15
30
60
120
4 71
5 64 --IF--]
12
24
48
4❑Fday]jFday
9 86
0
20
30
45
day
(years)
WF10
min
mm
mm
mm
min
MMI
hr
hr
hr
day
day
day
day
day
7 01 118 69 1111 031113 18
80 II11 911114 821117 43
10
0 67
1 07
1 36
1 97
2 56
3 10
3 32
3 97
4 73 5 49
6 27
6 82
7 65
8 51
10 99
13 21
16 27
19 02
25
0 74
1 18
1 50
2 22
2 95
3 62
3 92
4 71
5 64 --IF--]
54
7 42
8 04
8 97
9 86
12 62
14 94
18 17
21 07
The upper bound of the confidence interval at 90 / confidence level is the value which 5 / of the simulated quanble values for a given frequency are greater than
These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval
Please refer to NOAA Alias 14 Document for more information NOTE Formatting prevents estimates near zero to appear as zero
* Lower bound of the 90% confidence interval
Precipntation Freauencv Estimates (inches)
ARI **
❑5
10
15
30
60
120
3❑❑6
12
24
M48
❑7
10
20
30
45
60
(years)
min
min
min
mm
min
min
hr
hr
hr
hr
❑4
day
day
day
day
day
day
day
0 38 0 60 0 75 1 03 1 29 1 49 ILL 1 91 2 26 2 68 3 10 3 48 4 02 4 61 6 17 7 69 9 90 11 87
0 44 0 70 0 89 1 22 1 54 1 79 1 91 2 29 2 71 3 24 3 74 4 17 4 80 5 49 7 29 9 04 11 61 13 87
O S 1 0 81 1 03 I 46 1 87 2 20 2 35 2 83 3 35 4 07 4 67 5 15 5 86 6 60 8 62 10 53 13 30 15 70
10 056 090 114 165 214 254 274 330 392 472 539 591 669 746 967 1166 1459 1711
25 0 62 0 98 1 25 1 85 2 46 2 96 3 21 3 89 4 66 5 60 6 36 6 95 7 81 8 62 11 07 13 15 16 25 18 91
http //hdsc nws noaa gov /cgl bm/hdsc/bulldout perl9type =pf &units =us &series =pd &state 10/12/2010

Precipitation Frequency Data Server
Page 2 of 4
L50
0 66
1 OS
1 33
2 00
2 71
3 30
3 61
4 39
S 9
6 30
7 12
7 77
9 70
9 53
12 15
14 29
17 50
20 25
100
0 69
1 10
1 39
2 13
2 94
3 62
3 99
4 �7
5 90
7 00
7 90
1; 60
9 59
10 43
13 23
15 41
1 71
21 S3
200
0 72
1 15
t 45
2 25
3 16
3 94
4 39
S 36
6 53
7 73
69
9 45
! 0 50
11 34
14 32
16 52
19 89
22 76
500
0 75
1 19
t 50
2 39
3 43
4 34
4 91
6 O1
7 3tg
72
9 77
10 59
11 73
12 56
IS 79
17 97 21 41 24 36
1000
0 7t;
1 23
1 54
2 49
3 64
4 67
5 33
6 55
9 09
9 49
10 61
11 4S
12 70
13 49
16 91
19 08 22 57 25 S3
i ne lower oouna or me commence mtervai at au,/ commence ievei is me vane wnicn s%o of me simuiatea quanme values for a given frequency are Less roan
These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval
Please refer to NOAA Atlas 14 Doeumeg for more information NOTE Formatting prevents estimates near zero to appear as zero
Text version of tables
2
y
!Z.
O
ti
4
N j
Q �
U •
di
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d
Partial ouration based Point Pt ecipitation Ft equetiey EEtirristes - fret sion 3
35 664722 N 78 £49167 U 298 rt
✓' f"�•l rte' V f z�,��
1 2
Tue Oct 12 09 15 34 2010
5 40 25 50 SAO 200 500 1000
Aver age Recut retice Intet val ( jeat^s)
But ation
5 -rain — 30 -nin Ott- 3 -hr -e- 24 -hr 7 -day -+- 30 day -3-
10 -min + 60 -rain $ 6 -hr 48 -ht -;r 10 -day 45 -day -N-
15 -min 4< 120 -m -c}- i2 -ht -A- 4 day -,t- 20 -day 60 -day -p--
http / /hdsc nws noaa gov /cgl bin/hdsc/butldout perl9type= pf&units =us &series =pd &state 10 /12/2010

Precipitation Frequency Data Server
n
c
sa
a
v
;;
Partl6l. dW°&tlOn b6t6td P*ifit 14fczpit4tiM Fri-gUtfiC'y E tMtes - V*rMn 3
35 664722 W 78 ROW W 299 Ft
c � c
s s E
ut7 o to o
Tue Oct 12 09 15 34 2010
s c L L £ a M ea M go to 06 to % M
b 00 �tyt a
O 4� M r d N N M 4 A 4 to f+ O A t? O Itt'1 c>
to to Ourati0n a-t `"t tai M rP to
Average Recurrence Interval
(year s)
1 --e- 2 -i- ti -3E 10 --)E 25 -8- 50 ♦- 100 — 200 500 -A- 1000
Related Information
Maps & Aerials
Click here to see topographic maps and aerial photographs available for this location fiom Microsoft Research Map-s
Watershed /Streamflow Information
Page 3 of 4
Click here to see watershed and streamflow information available for this location from the U S Environmental Protection Agency s site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within
+/ 30 minutes or f f/ 1 degre67 of this location Digital ASCII data can be obtained directly from NCDC
Note Pr ecipitation frequency i esults are based on analysts of precipitation data fr om a vai tety ofsources but largely NCDC The
following links pi ovide general infoi matron about observing sites in the ai ea i egardless of if their data was used in this study For
detailed information about the stations used in this study please i efer to the matching documentation available at the PF Document
page
US Department of Commerce
National Oceanic and Atmospheric Administration
Nabonal Weather Service
Office of Hydrologic Development
1325 East West Highway
Siivei Spring TNAD M0 i iu
Questions? HDSC.Quesbons(ftoaa oov
http / /hdse nws noaa gov /cgl bin/hdse/buildout perl9type =pf &units =us &series =pd &state 10/12/2010

Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION
Lw-*"
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 J
North Carolina 35 664722 N 78 849167 W 298 feet
from Precipitation Frequency Atlas of the United States NOAA Atlas 14 Volume 2 Version 3
G M Bonnm D Mart n B Lin T Parzybok M Yekta, and D Riley
NOAA National Weather Service S I er Spring Maryland 2004
Extracted Thu Sep 15 2011 __
Confidence Llmlts Seasonallty�( Related Info GIs data Maps Docs Return to State Map
Precipitation Freauencv Estimates (inches)
AEP* 5 10 15 30 60 120 12 10 20 30 45 60
(1 in 6 hr 24 hr 4$ hr 4 day 7 day
Y) mm mm mtn mm mm mm --- d
0 44 0 71 0 89 1 23 1 54 1 81 1 92 2 31 2 72 3 21 3 71 4 12 4 73 5 39 7 15 8 85 11 27 13 45
0 0 54 0 87 1 09 1 56 1 99 2 37 2 52 3 03 3 58 4 29 4 92 5 41 6 13 6 89 8 99 10 95 13 72 16 19
10 061 097 123 178 232 278 299 359 427 504 576 630 709 791 1023 1231 1527 1788
25 0 68 1 08 IF, 7 2 02 2 69 27 3 55 4 28 14 6 04 6 86 7 48 8 �6 9 21 11 81 13 99 17 14 19 91
50 6 72 1 15 1 46 2 20 2 98 3 67 4 02 4 86 5 87 6 81 7 71 8 38 9 34 10 20 13 00 15 23 18 49 21 35
100 0 77 1 22 1 �4 2 �6 3 2� 4 05 4 48 5 44 6 62 7 60 8 �7 9 1 10 �3 11 20 14 19 16 4D 19 80 22 7�
200 0 80 1 27 1 61 2 50 3 51 4 43 4 96 6 OS 7 42 841 9 46 10 26 11 35 12 21 15 41 17 68 21 10 24 08
500 0 84 1 34 1 68 2 68 3 84 4 93 5 60 6 88 8 52 9 53 10 68 11 56 ] 2 74 13 58 17 06 ] 9 31 22 79 25 84
1000 0 88 1 38 1 74 2 81 4 I 1 5 35 6 15 7 59 9 48 ] 0 41 11 64 12 58 13 84 14 64 18 33 20 55 24 07 27 15
These precipitation frequency estimates are based on an annual maxima series AEP is the Annual Exceedance Probability
Please refer to NOAA Atlas 14 Document for more information NOTE Formatting forces estimates near zero to appear as zero
Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
4 45 60
day day day
M
�2
0 49
0 78
0 98
1 35
1 69
2 00
2 12
2 54
2 99
3 46
4 00
4 42
5 06
E]
7 62
LL]
11 90
14 16
0059
1 83
095
120
170
218
261
278
332
394
462
530
579
655
734
958
1164
1449
1704
10
0 67
] 06
1 34
1 95
2 54
3 06
3 29
3 93
4 69
5 44
6 21
6 75
7 58
8 42
10 89
13 08
16 11
18 83
25
074
118
149
221
294
360
390
469
562
651
739
801
893
982
1257
1488
1810
2098
50
0 79
1 26
1 59
2 40
3 25
4 03
4 4]
5 31
6 40
7 34
8 31
898
997
10 87
13 85
16 20
19 53
22 51
100
0 84
1 33
1 68
2 57
3 54
4 45
4 92
5 94
7 21
8 19
9 24
9 98
11 04
11 94
15 13
17 52
20 94
23 99
200
0 88
139
1 75
2 73
3 83
4 87
5 44
6 60
8 07
9 07
l0 22
11 O1
12 15
13 04
16 44
18 85
22 33
2544
500
0 92
Fl-461
1 84
2 92
4 19
5 42
6 15
7 50
9 26
10 29
I 1 56
12 42
13 67
14 51
18 22
20 62
24 17
27 33
1000
0 96
1 51
1 90
3 08
4 49
5 88
6 76
8 29
] 0 31
11 26
12 61
13 52
14 85
15 67
19 61
21 98
25 56
28 73
err =, ,,,,�� .. 11 . �� ���� 7 � "" ar au wnnunnce level is "'u value wmtar 0' w u¢t zi weneu qudnuie vdmes iur a given frequency are greater man
These precipitation frequency estimates are based on an annual maxima series AEP is the Annual Exceedance Probability
Please mfAr to NOAA Atlae 1 A nnr imam fnr mnro tnfnrmntinn KJOTF Fnrmaftinn nmvanie aehmni— nanr Bern fn — — — Darn
x Lower bound of the 90% confidence )Interval
Precipitation Frequency Estimates (inches)
AEP ** 5 10 IS 30 60 120 3 6 12 24 48 0 45 60
(1 m min mm mm mm m>tn mm hr hr hr hr hr [d4
Y) ay day day day day day day
0
0 41
0 50
EE
0 79
0 82
1 00
1 13
1 43
1 41
1 65
1 75
2 11
2 49
2 99
3 45
F384-1
4 42
5 05
6 71
8 33
10 69
12 77
0
1 83
2 I S
2 30
2 76
3 27
3 98
4 56
5 03
5 73
6 45
8 43
] 0 29
13 00
15 34
10
0 56
0 89
1 12
1 63
2 12
2 52
2 71
3 26
3 88
4 67
5 33
5 85
6 62
7 39
9 57
I 1 55 14 45
16 94
25
0 61
0 98
1 24
1 84
2 45
2 95
3 20
3 87
4 64
5 58
6 33
6 92
7 78
8 59
11 02
13 10 16 19
18 83
50
0 66
1 04
1 32
1 99
2 70
3 29
3 60
4 37
5 26
6 27
7 09
7 74
8 66
9 49
12 ] 0
14 23 17 43
20 16
http //dipper nws noaa gov /cgi bin/hdsc/buildout perl'?type =pf &units =us &series =am &state 9/15/2011

Precipitation Frequency Data Server
Yage l OT 4
100
200
110 69 111 10 1 39 2 12 2 93 3 61 3 98 4 85
0 72 1 14 1 44 2 24 3 14 3 92 4 37 5 34
5 87 6 98 7 87 8 56J
6 50 7 70 8 66 9 41
9 55 10 3911
10 46 11 29
13 18 15 35
14 26 16 45
18 64
19 81
2144
22 67
X00 0 75 1 19 1 49 2 38 3 41 4 33 4 89 5 99
7 35 8 69 9 73 1
11 69 12 51
I5 73 17 90
21 33
2
1000 0 77 1 22 153 2 48 3 62 4 65 5 31 6 53 8 06 9 45 10 56 11 44 12 64 13 44 16 85 19 00
22 48
25 43
i ne rower Douna or me commence imervai at w i connaence ievei is the value wnicn o i or the simuiarea quanme values Tor a given Trequency are iese tnan
These precipitation frequency estimates are based on an annual maxima series AEP is the Annual Exceedance Probability
Please refer to NOAA Atlas 14 Document for more information NOTE Formatting prevents estimates near zero to appear as zero
Text version of tables
Annual Maxima based Point Precipitation Frequency Estimates - Version 3
35 664722 N 78 849167 W 298 Pt
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2
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2
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2
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to 25 50 100 200 500 1000
Annual Exceedance Probability (1 -in -Y)
Duration
5-min — 30 -man + 3 -hr -e- 24 -hr 7 -day -4- 30 -day -9-
10-min -i 60 -min -E3 6 -hr 48 -hr r iO -day - 45 -day
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Precipitation Frequency Data Server
Annual Maxim based Point Precipitation Frequency Estimates - Version 3
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Related Information
Maps & Aerials
Click hereto see topographic maps and aerial photographs available for this location from Microsoft Reseaich Maps
Watershed /Streamflow Information
Page 3 of 4
Click het e to see watershed and streamflow information available for this location fiom the U S Environmental Protection Agency s
site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within
+/ 30 minutes or +/ 1 degree of this location Digital ASCII data can be obtained directly from NCDC
Note Precipitation frequency i esults ai e based on analysis of pi ecipitation data from a var iety of soul ees but largely NCDC The
following links provide general infoi matron about observing sites to the area regardless of rf then data was used to this study For
detailed information about the stations used in this study please refer to the matching documentation available at the PF Document
Page
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 L st Aft t 141oI t% ay
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Related Information
Maps & Aerials
Click hereto see topographic maps and aerial photographs available for this location from Microsoft Reseaich Maps
Watershed /Streamflow Information
Page 3 of 4
Click het e to see watershed and streamflow information available for this location fiom the U S Environmental Protection Agency s
site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within
+/ 30 minutes or +/ 1 degree of this location Digital ASCII data can be obtained directly from NCDC
Note Precipitation frequency i esults ai e based on analysis of pi ecipitation data from a var iety of soul ees but largely NCDC The
following links provide general infoi matron about observing sites to the area regardless of rf then data was used to this study For
detailed information about the stations used in this study please refer to the matching documentation available at the PF Document
Page
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 L st Aft t 141oI t% ay
http / /dipper nws noaa gov /cgl bin/hdsc/bulldout perl9type =pf &units =us &series =am &state 9/15/2011

Piecipitation Frequency Data Server
Silvei Slormg MD 20410
Qucstions'? HDSC QuestionsOnoaa oov
Disclaimer
Page 4 of 4
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NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasm #IA 1/4/2012
1 SCS CURVE NUMBERS
SG
Impervious
Open
oo ed
A
- B
98 I
- - f -.-.a. 98 _
39 i
61
30
- 55
_v C.
62
0 00
D
L 98
` 80
T
Assume
HSG A = 00/
--- pond
HSG B = 946/
Offsite impervious
HSG C = 00/
ss 000
HSG D = 54/
_ _u_Offsrte open _
__,I _..___- -.�.
62 ; 0 00
w�
Cover Condition I SCS CN Comments
— Impervious 98
Open _ 62 Jy Assume good condition u
Wooded 56 Assume good condition
tI PRE DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
i Area nacres] i
I I
Comments
Onsite impervious
98_
1 000
i
11/11
Onsite open _
62
0 00
Assume good condition
Onsite wooded_
Onsite Iµ
100
Segment Time =
0_Assume
VC
good condition
--- pond
0
Offsite impervious
98
ss 000
_ _u_Offsrte open _
__,I _..___- -.�.
62 ; 0 00
w�
x_ _ b
Assume good condition_
�� w
w_ Offsite_woo_ded
F 56
f 0 00�
Assume good condition
Offsite pond_
100_1
0 00
Total area = 1204 acres
00188 sq mi
Composite SCS CN = 56
/ Impervious= 00/
B Time of Concentration Information
*Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment I Overland Flow
Length =
100
ft
Height =
14
ft
Slope =
00140
11/11
Manning s n =
040
Woods Light Underbrush
P (2 year /24 hour) =
348
inches (Wake County NC)
Segment Time =
2375
minutes
Segment 3 Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
794
ft
527
ft
00664
11/11
0 045
Natural Channel
200
sf (Assume 2 x I Channel)
400
ft (Assume 2 x 1 Channel)
137
11/sec
Segment Time = 246 minutes
Segment 2 Concentrated Flow
Length =
303 ft
Height =
192 ft
Slope =
00634 ft/ft
Paved 9=
No
Velocity =
406 ft/sec
Segment Time = 124 minutes
Time of Concentration = 2746 minutes
SCS Lag Time = 1647 minutes (SCS Lag = 0 6* Tc)
Time Increment = 478 minutes (= 0 29 *SCS Lag

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbastn #IB 1/4/2012
I SCS CURVF NUMBERS
f HSG
j Impervious f Open --T —Woo ed
A
B
98� 39 30
_ _,..98 _( _ 61 _-. —, 55--
Onsite impervious
ft/ft
040
I !
Assume
HSG A = 00/
_
HSG B = 668/
67_
HSG C = 00/
_ _Onsite
Onsite wooded
HSG D = 332/
Cover Condition SCS CN i Comments
Impervious
455 � 1 Assume good condition
98
_ _ Open
67 7 Assume good condition
Wooded
Offsrte impervious
62 Assume good condit o.—
If PRE DEVELOPMENT
A Watershed Bieakdown
Contributing Area
-
f
I
SCS CN
! Area [acres]' Comments
Onsite impervious
ft/ft
040
98
0 00
_
open
_
67_
0 00 _r Assume good condition
_ _Onsite
Onsite wooded
62
455 � 1 Assume good condition
Onsite pond
100
000
Offsrte impervious
'
98
000
_ Offsite open
67
0 00�� Assume good condition
Offsite_ wooded
62
000 Assume good condition
000
_
Offsite pond j 100
Total area = 455 acres
00071 sq mm
Composite SCS CN = 62
/ Impervious = 00/
B Time of Concentration Information
* *Tmme of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
Height =
Slope =
Manning s n =
P (2 year/24 hour) =
Segment Time
100
ft
62
ft
00620
ft/ft
040
Woods Light Underbrush
348
inches (Wake County NC)
1310 minutes
Segment 2 Concentrated Flow
Length =
384
ft
Height =
55 55
ft
Slope =
0 1447
ft/ft
Paved 9=
No
Velocity =
6 14
ft/sec
Segment Time = 104 minutes
Time of Concentration = 1414 minutes
SCS Lag Time = 848 minutes (SCS Lag = 0 6* Tc)
Time Increment = 246 minutes (= 0 29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasm #1C 1/4/2012
I SCS CURVE NUMBERS
HSG
j
Impervious j
Open Woode
A
66
98
39 30
B
�_...
_ _ _-4--
-� 68 _
_ 61 T 55
„ r
C
66
9'8
74 70
6ffsite pond
100
98 _ I
_80
Assume
HSG A =
00/
Height =
103
HSG B =
759/
0 1030
Wit
HSG C =
00/
Woods Light Underbrush
P (2 year /24 hour) =
HSG D =
241/
Segment Time =
Cover Condition
minutes
SCS CN s
Comments
---Impervious
98
Open
66 Assume good condition
~
Wooded�4
60 if
Assume good condition
11 PRE DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Onsite impervious
98
_ Onsrte open
66
Onsite wooded
60
Onsite pond —100
/ Impervious =
Offsite impervious
98 _
Offsite open
66
Offsite wooded
60
6ffsite pond
100
Ai ea [acres] i Comments
_
000 _ _ _ __
000 _ Assu_me good condition M
089 Assume good condit_wn
6-00---
0 OO--T—Assume good condition
0 00 1 Assume good condition
Total area =
089
acres
Height =
00014
sq mi
komposite SCS CN =
60
No
/ Impervious =
00/
Segment Time =
B Time of Concentration Information
Time of concentration is calculated using the
SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
100
ft
Height =
103
ft
Slope =
0 1030
Wit
Manning s n =
040
Woods Light Underbrush
P (2 year /24 hour) =
348
inches (Wake County NC)
Segment Time =
1069
minutes
Segment 2 Concentrated Flow
Length =
261 ft
Height =
41 2 ft
Slope =
0 1579 ft/ft
Paved v =
No
Velocity =
641 ft/sec
Segment Time =
068 minutes
Time of Concentration = 1137 minutes
SCS Lag Time = 682 minutes (SCS Lag = 0 6 Tc)
__ Time Increment = 198 minutes (= 0 29*SCS Lag

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasm #1D 1/4/2012
I SCS CURVF NUMBERS
HSG
i
Impervious Open I Wooded
_ 000
A
98 39 i
30
B
_ m_
Assume ood_condmon
98_ r 61
0_00 -y��
-55—
C
100
98 _ 74
1114
0
7�
_
D
_
Assume
HSG A =
00/
HSG B =
58 5/
HSG C =
00/
HSG D =
415/
Cover Condition —,90S CN Comments
Impervious 98 1 __
A_ ssume good conditioo
Wooded I M 64 p� Assume Annd cnndmnn
li PRE DEVELOPMENT
A Watershed Breakdown
Contributing Area SCS CN
Area jacresl Comments
Onsite Lmpervious__ 98
_ 000
93
Onsite open
_ Onsite wooded
Onsite pond__
Offsite Impervious
Offsrte open — _
69
—64 _
100
98�
----96,9---
64 —
000
_ 0 48
0 00
000
—� 0010
Assume good condition
—Assume good condition
_ m_
Assume ood_condmon
Offsite wooded
0_00 -y��
Assume good condition
Offs�te pond
100
0 00
1114
Total area = 048 acres
00008 sq mi
Composite SCS CN = 64
/ Impervious = 07/
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Appi oach (TR 55)
Segment I Overland Flow
Length =
100
ft
Height =
93
ft
Slope =
00930
ft/ft
Manning s n =
040
Woods Light Underbrush
P (2 year /24 hour) =
348
inches (Wake County NC)
Segment Time =
1114
muiutes
Segment 2 Concentrated Flow
Length =
221 ft
Height =
458 ft
Slope =
02072 ft/ft
Paved 7 =
No
Velocity =
735 ft/sec
Segment Time = 050 minutes
Time of Concentration = 1164 minutes
SCS Lag Time = 698 minutes (SCS Lag = 0 6 Tc)
Time Inci ement = 202 minutes (= 0 29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasin 41E 1/4/2012
I SCS CURVE NUMBERS
HSG
' Impervious — pen— Wooded
A
° 98 j 39 30
14
ft
Slope =
00140
D
Manning s n =
Assume
HSG A = 00/
P (2 year/24 hour) =
HSG B = 922/
inches (Wake County NC)
HSG C= 00/
2375
HSG D = 78/
Cover Condition �S CN Comments
1
w m_Impervious
Opel_
_98
^ �T - t'"_ 62 Assume good condition
Wooded
_
� � 57 �1 _ Assume good condition
PRE DEVELOPMENT
A Watershed Breakdown
Contributing Area SCS CN Area [acres] I Comments
_ Onsite impervious _
_~ Onsite open w
_ Onsite pond
Offsite impervious _
Offsite open_
Offsite wooded
Offsite pond �s
62 0 27
57 7 56
100 – 4 0 00
W 98 000
620 01�
57� 000
—100--t-6-00
Total area = 794 acres
00124 sq mi
Composite SCS CN = 57
/ Impervious= 13/
Assume good condition
Assume good condition
Assume good con6t on �w
Assume good condition
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
100
ft
Height =
14
ft
Slope =
00140
ft/ft
Manning s n =
040
Woods Light Underbrush
P (2 year/24 hour) =
348
inches (Wake County NC)
Segment Time =
2375
minutes
Segment 3 Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
565
ft
3136
ft
00555
ft/ft
0 045
Natural Channel
200
sf (Assume 2 x 1 Channel)
400
ft (Assume 2 x 1 Channel)
491
ft/sec
Segment Time = 192 minutes
Segment 2 Concentrated Flow
Length =
290
ft
Height =
307
ft
Slope =
0 1059
ft/ft
Paved 9 =
No
Velocity =
525
ft/sec
Segment Time =
092
minutes
Time of Concentration = 2659 minutes
SCS Lag Time = 1595 minutes (SCS Lag = 0 6" Tc)
Time Increment = 463 minutes (= 0 29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasin #IF 1/4/2012
I SCS CLRVE NUMBERS
171311
1
impervious
open
w000ea
A
006
0 02
98
39
30
B
_ Offsite open
Offsite _wooded _
98
61
—
55
— — — c C
9._. g
774
70
D___
_ L__§_8_ ____...� 80
_ 77 _
Assume
HSG A =
00/
HSG B =
568/
HSG C=
00/
HSG D =
432/
Cover Condition
SCS CN
Comments
Impervious
98
_
'
69— M
_
Assu_me _goo_ d condition
Wooded
��
64 1
Assume good condition
11 PRE DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area [acresi
Comments
Onsite impervious
98
69�
006
0 02
Assume good condition p
Assume good condition
_ __Assume good condition
Assume good condition
Onsq open
Onsite wooded _
Onsnepond �
Off_site im�ernous
64
100
_ 98
1 73
000
000
000
_ Offsite open
Offsite _wooded _
_69
640_0.0
Offsrte pond
100
0 00Y
1041
Total area = 1 82 acres
00028 sg mi
Composite SCS CN = 66
/ Impervious= 3 51
B Time of Concentration Information
*Ttme of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment I Overland Flow
Length =
100
ft
Height =
11
ft
Slope =
01100
ft/ft
Manning s n =
040
Woods Light Underbrush
P (2 year /24 hour) =
348
inches (Wake County NC)
Segment Time =
1041
minutes
Segment 2 Concentrated Flow
Length =
155
ft
Height =
3028
ft
Slope =
0 1954
ft/ft
Paved 9=
No
Velocity =
7 13
ft/sec
Segment Time = 036 minutes
Time of Concenti ation = 1077 minutes
SCS Lag Time = 646 minutes (SCS Lag = 0 6° Tel
Time Increment = 1 87 minutes (= 0 29 SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B 114NATOLYA PE
KRG 11000 Pre development Subbasin #IG 1/4/2012
J SCS CURVF i\UMBERS
MCI
Impel vious
Open
Wooded
98
39
30
--A— _
C
�
_
64— T_
5O___
Y�
98
100_
98
0 00
0 00�_�_�__
D
98 i
80 _
_ 77
Assume HSG A =
00/
Offsite pond
HSG B =
998/
HSG C=
00/
HSG D =
02/
Cover Condition
SCS CN
Comments
_ Impervious
98
Open 61 ��
_
_
Assume good condition
Wooded j
_
55
Assume good condition R
If PRE Df VFLOPAIENT
A Watershed Breakdown
Contributing Area
i SCS CN
Area ]acres]
Comments
^Onsite impervious
Onsite open _
1 98
� 61 ~ _
_0
r _ 0 06
Assume good condition
O_nsite wooded
55
f5 1-5-
i Assume good condition
Y�
_ Onsite pond
�Offsite impervious
100_
98
0 00
0 00�_�_�__
_Offsite open -
y Offsite wooded
--61
55
0_00 �—
6"6-0 �-�----Assume
_
Assume good condition
good_ condition�M
Offsite pond
] 00
0 00i�
Total area = 1534 acres
00240 sg nu
Composite SCS CN = 55
/ Impervious= 09/
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment I Overland Flow
Length =
Height =
Slope =
Manning s n =
P (2 year/24 hour) =
Segment Time =
Segment 3 Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
100
ft
3
ft
00300
ft/ft
040
Woods Light Underbrush
348
inches (Wake County NC)
1751 minutes
1537
ft
7608
ft
00495
ft/ft
0 045
Natural Channel
200
sf (Assume 2 x 1 Channel)
400
ft (Assume 2 x 1 Channel)
464
ft/sec
Segment Time = 552 minutes
Segment 2 Concentrated Flow
Length =
134 ft
Height =
176 ft
Slope =
0 1313 ft/ft
Paved 9 =
No
Velocity =
5 85 ft/sec
Segment Time = 038 minutes
Time of Concentration =
2341
minutes
SCS Lag Time =
1405
minutes (SCS Lag = 0 6* Tc)
Time Increment =
407
minutes (= 0 29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasin 4111 1/4/2012
if SCS CURVE NUMBERS
nay.
SCS CN
�
98
impeiious upen i wooaea
7—
B
__ w1
98
f 39
t 61 55
-��-
-
053
- �- -
�70 - --
N _ - C�
I
98
1 Assume good condition
74
D__
0 00 "'��iiii
Assume
HSG A =
00/
Height =
3
HSG B =
925/
00300
ft/ft
HSG C=
00/
Woods Light Underbrush
P (2 year /24 hour) =
HSG D=
75/
Segment Time =
Cover Condition
SCS CN Comments
Impervious
98
1 _
Open
ft
62
Assume good condition
�- Wooded
^ ~�57
00422
ft/ft
Manning s n =
0 045
Natural Channel
i Assume good condition
If PRF DE%ELOPMENT
A Watershed Breakdown
Contributing Area
Onsite impervious
SCS CN
�
98
Area jacres] i Comments
I
019 _
- °-7- ---- --
—F1 0 � _Assume good condmon
I 1 92 Assume good condition
_Onsrte open - t 62
Onsite wooded ________ t 57
Onsrte pone d
~Offsiteimpervious-
Offsite p
oen_T
100
_ _ 98
62
000
-047
-��-
_y __
053
A ssume good condmon
Offsite wooded
57
001
1 Assume good condition
Offsite pond�M100
Segment 1 Overland Flow
0 00 "'��iiii
- -
Total area =
1422
acres
Height =
00222
sq mi
Composite SCS CN =
59
No
/ Impervious=
46/
Segment Time =
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
100
ft
Height =
3
ft
Slope =
00300
ft/ft
Manning s n =
040
Woods Light Underbrush
P (2 year /24 hour) =
348
inches (Wake County NC)
Segment Time =
1751
mututes
Segment 3 Channel Flow
Length =
1004
ft
Height =
4236
ft
Slope =
00422
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
400
sf (Assume 2 x 2 Channel)
Wetted Perimeter =
600
ft (Assume 2 x 2 Channel)
Channel Velocity =
5 19
ft/sec
Segment Time =
322
minutes
Segment 2 Concentrated Flow
Length =
320 ft
Height =
318 ft
Slope =
00994 ft/ft
Paved 9=
No
Velocity =
509 ft/sec
Segment Time =
105 minutes
Time of Concentration = 21 78 minutes
SCS Lag Time = 1307 minutes (SCS Lag = 0 6* Tc)
Time Increment = 3 79 minutes (= 0 29 SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasm #11 1/4/2012
I SOS CLRVE NLAIBERS
nos,
impervious
upen
Wooded
A
98
39
30
B
- _ - -- 98--- -
~ 61
-r 55-
w C
1 98
74
70
D
~ _ 98
80_
77
Assume
HSG A = 00/
100 0 00
HSG B = 987/
HSG C = 00/
HSG D = 13/
Cover Condi lon SCS CN Comments
__ Impery ous _ 98
Open VY 6I— I~ Assume good condition
Wooded 55 _T Assume good condmon
If PRE DEI ELOPNNENT
A Watershed Breakdown
Contributing Area
ft
SCS CN Area (acres)
Comments
Onsrte impervious
Onsrte open
11/11
98 s —069
-� 61 2 55
_
_Assume good condition
_
Assume good_ condition
Onstte wooded
55 �._.�_._.._._. w'~_
Y 25 46
_ Onsite pond 100 _ ,-----Assume
—
�-
�Offsrte Impervious
98 0 54
900
_ Offsrte open
Offsrte
61 033
�_,_ -
�— -0
Assume good condition
_.._W _____.�.�,.
wooded
55— 00 I
M -__'_
Assume good condition
_ _ _
Offsrte pond
100 0 00
Total area = 2957 acres
00462 sg mi
Composite SCS CN = 58
/ Impervious = 42/
B Time of Concentration Information
* * Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
Height =
Slope =
Manning s n =
P (2 year /24 hour) =
100
ft
23
ft
00230
11/11
040
Woods Light Underbrush
348
inches (Wake County NC)
Segment Time = 1947 minutes
Segment 3 Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment 2 Concentrated Flow
Length =
271 ft
Height =
242 ft
Slope =
00893 ft/ft
Paved 9 =
No
Velocity =
482 ft/sec
Segment Time = 094 minutes
Segment 4 Channel Flow
1011
ft Length =
914
45
ft Height =
2336
00445
ft/ft Slope =
00256
0 045
Natural Channel Manning s n =
0 045
400
sf (Assume 2 x 2 Channel) Flow Area =
900
600
ft (Assume 2 x 2 Channel) Wetted Perimeter =
900
533
ft/sec Channel Velocity =
529
Segment Time = 316 minutes Segment Time = 288
Time of Concentration = 2645 minutes
SCS Lag Time = 15 87 minutes (SCS Lag = 0 6* Tc)
Time Increment = 460 minutes (= 0 29 *SCS Lag)
ft
ft
ft/ft
Natural Channel
sf (Assume 3 x 3 Channel)
ft (Assume 3 x 3 Channel)
11/sec
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasin #2A 1/4/2012
I SCS CURVE NUMBER5 '
riai,
i
impervious 3
open Wooded
A
i
98
39 3
_--- - B
— 1---
i
-- - __
98 8 1 I
� _
61 55
_556
Onsite pond 100 - -� 000
Offsite impervious i 98 ! 000
348
Offsite open p� - - -�
61
000--
00
Assume good condition
Offsite wooded } —
--'
55
Assume
HSG A =
00/
10� 0
HSG B =
980/
HSG C=
00/
HSG D =
20/
Cover Condition
C CN i
Comments
Impervious
98
OpenY
i
61 a
_ _
Assum e good cond_iion y
Wooded
j
55 ;
Assume good condition
ii PRE DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area (acres)
Comments
Onsite impervious 1
Onsrte open„
98
_ 61
003
0 03_
Assume good condition
Onsite wooded i
Manning s n =
OS
Assume good condition
_556
Onsite pond 100 - -� 000
Offsite impervious i 98 ! 000
348
Offsite open p� - - -�
61
000--
00
Assume good condition
Offsite wooded } —
--'
55
y 0_00
Assume good condition
_
Offsite pond
10� 0
Total area = 611 acres
00095 sq mi
Composite SCS CN = 56
/ Impervious = 051
B Time of Concenti ation Information
Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
100
ft
Height =
76
ft
Slope =
00760
ft/ft
Manning s n =
040
Woods Light Underbrush
P (2 year/24 hour) =
348
inches (Wake County NC)
Segment Time =
1207
minutes
Segment 2 Concentrated Flow
Length =
490
ft
Height =
5745
ft
Slope =
0 1172
ft/ft
Paved 9=
No
Velocity =
5 52
ft /sec
Segment Time = 148 minutes
Time of Concentration = 13 55 minutes
SCS Lag Time = 8 13 minutes (SCS Lag = 0 6 Tc)
Time Increment = 236 minutes (= 0 29 SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasm #2B 1/4/2012
I SCS CURVE NUMBERS
nai,
ft
impervious j open
wooaea
-_.. A
98
39
30
B
_
98
61�.
.._ 55 ...._
C
_98
Assume good condition
Offsite open
Offsrte wooded
D
� 98�
�,� 80
77
Assume
HSG A =
00/
100
(�
HSG B =
775/
HSG C =
00/
HSG D =
225/
Cover Condition
SCS CN
Comments
Impervious
1
i
Open
^~ y-
_98
- --J
65
-� _ _
- Assume good condition
Wooded
w
60
I Assume good condition
II PRE DEN ELOPMENT
A Watershed Breakdown
Contributing Area
m Onsite impervious
ft
#
SCS CN
98
Area ]acres]
000
i Comments
Onsite open__
Onsite wooded �'�
Onsite e pond
_
_
---65 - -�_ ----000
60
106--
476
00 0 -
Assume good condition_
_ Assume good condition
Offsite impervious
T
98
000
0 —'— 0 — j-
Assume good condition
Offsite open
Offsrte wooded
�
_ 60
��
_0
_ 0 00
Assume good condition
Offsite pond
100
(�
000
Total area = 476 acres
00074 sG mi
Composite SCS CN = 60
/ Impervious = 00/
B Time of Concentration Information
"Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
Height =
Slope =
Manning s n =
P (2 year/24 hour) =
Segment Time =
100
ft
42
ft
00420
ft/ft
040
Woods Light Underbrush
348
inches (Wake County NC)
1530 minutes
Segment 2 Concentrated Flow
Length =
350 ft
Height =
432 ft
Slope =
0 1234 ft/ft
Paved') =
No
Velocity =
5 67 ft/sec
Segment Time = 103 minutes
Time of Concentration = 1633 minutes
SCS Lag Time = 980 minutes (SCS Lag = 0 6 Tc)
Time Increment = 284 minutes (= 0 29 SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasin 42C Onsite 1/4/2012
-SCt CURVE NUMBERS
HNI, I tmpeivioi
A i
98
T B
98 w
1 0_05
D� w
98
61 55 _''� _
— �
14 w 70 —� Y 83
__ _ __._t
Assume HSG A = 00/
HSG B = 93 1/
HSG C = 00/
HSG D= 69/
Cover Con ition SCS CN Comments
4— Impervious 98
Open 62 Assume good condition
Wooded 57 __t_ _Assume good condition
1/4 Ac Resid Lots 76 Assume 38/ Impervious
' 11 PRE DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Ai ea jacresj
Comments
_Onsite impervious
98
1 0_05
Assume good condm_onW
w Onsite open
0 05
� _
— Onsite wooded
Onsite pond _
Mae impervious
_62
5721
100
98
62 _t
30
000
000
0 00
Assume good condition
A^
T
Assume good condition
Offsite open
__ Offsite wooded
Offsiti 1/4 Ac Resid Lots 1
�0
- -- 76 1
00
000
Assume good condition
Assume 38 / Impervious
Offsite pond
100
000
Total area =
2140
acres
00334
sq mi
Composite SCS CN =
57
/ Impervious =
03/
B Time of Concentration Information
Time of concentration is calculated using the
SCS Segmental Approach (TR 55)
Segment l Overland Flow
Segment 2 Concentrated Flow
Length =
100
ft
Length =
214
Height =
338
ft
Height =
1 8
Slope =
00338
ft/ft
Slope =
00084
Manning s n =
040
Woods Light Underbrush
Paved 9=
No
P (2 year /24 hour) =
348
inches (Wake County NC)
Velocity =
148
Segment Time =
1669
minutes
Segment Time =
241
Segment 3 Channel Flow
Segment 4 Channel
Flow
Length =
1131
ft
Length =
398
Height =
502
ft
Height =
889
Slope =
00444
ft/ft
Slope =
00223
Manning s n =
0 045
Natural Channel
Manning s n =
0 045
Flow Area =
400
sf (Assume 2 x 2 Channel)
Flow Area =
1200
Wetted Perimeter =
600
ft (Assume 2 x 2 Channel)
Wetted Perimeter =
1000
Channel Velocity =
532
ft/sec
Channel Velocity =
5 59
Segment Time =
354
minutes
Segment Tinne =
119
ft
ft
ft/ft
ft/sec
minutes
ft
ft
11/11
Natural Channel
sf (Assume 4 x3 Channel)
ft (Assume 4 x 3 Channel)
ft/sec
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasm 42C Onsite 1/4/2012
Time of Concentration = 2383 minutes
SCS Lag Time = 1430 minutes (SCS Lag = 0 6 Tc)
Time Increment = 4 15 minutes = 0 29 °SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG 11000 Pre development Subbasm 42C Offstte
—,�C5 CURVE NUMBERS
Impervious Open Wooaca '174 c e—s ots
A _ 8 39 30 _ 1
�— B y `� 08 _ _61 � 55 -- j� 75
C _ { _ 98_
m D �__ 98 _ 80 � 77
Assume HSG A =
00/
Comments
HSG B =
1000/
V
HSG C=
00/
Assu
�� me good condition
HSG D =
00/
_
Assume good condition
Cover Condition
000
163
5 00
Assume good condition
v Offsite_open_
Comments
Impervious
98
0 34
Open
--Wooded _
6I
Assume good condition
077
--b-60—
55
Assume good condition
1/4 Ac Resid Lots
75 _
Assume 38 / Impery ious
If PRE DEVELOPMENT
A Watershed Breakdown
Contributing Area I SCS CN
i
I Area jacresl
Comments
Onsite impervious 98--_
u �_
00
V
_ en_
Onsite o p 61
000
Assu
�� me good condition
Onsite wooded 55 _
g
000
_
Assume good condition
Onsite pond_ _ 100
Offsite impervious 98
000
163
5 00
Assume good condition
v Offsite_open_
61
55
Offsrte wooded w
0 34
— Assume good condition W
Offsite 1/4 Ac Resid Lots
!_ 75
077
--b-60—
Assume 38/ Impervious
Offsite pond
B IHNATOLYA PE
1/4/2012
Total area =
774
acres
00121
sq mi
Composite SCS CN =
70
/ Impervious =
21 1/
B Time of Concentration Information
Tune of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment I Overland Flow
Segment 2 Concentrated Flow
Length =
100
ft
Length =
37
ft
Height =
39
ft
Height =
1 8
ft
Slope =
00390
ft/ft
Slope =
00486
ft/ft
Manning s n =
024
Dense Grasses
Paved 9=
No
P (2 year /24 hour) =
348
inches (Wake County NC)
Velocity =
3 56
ft/sec
Segment Time =
1048
minutes
Segment Time =
017
minutes
Segment 3 Channel Flow
Segment 4 Channel
Flow
Length =
143
ft
Length =
73
ft
Height =
116
ft
Height =
89
ft
Slope =
00811
ft/ft
Slope =
01219
ft/ft
Manning s n =
0 013
Assume 18 RCP Culvert
Manning s n =
0 013
Assume 18 RCP Culvert
Flow Area =
1 77
sf (Assume 18 RCP)
Flow Area =
1 77
sf (Assume 18 RCP)
Wetted Perimeter =
471
ft (Assume 18 RCP)
Wetted Perimeter =
471
ft (Assume 18 RCP)
Channel Velocity =
1698
ft/sec
Channel Velocity =
2082
ft/sec
Segment Time =
014
nunutes
Segment Time =
006
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Pre development Subbasin #2C Offsae 1/4/2012
Time of Concentration = 1085 minutes
SCS Lag Time = 651 minutes (SCS Lag = 0 6* Tc)
Time Increment = 1 89 minutes = 0 29 SCS L!&)

NEW HILL PLACE REACHES B IHNATOLYA PE
KRG 11000 1/4/2012
111 CHANNE1 REACH DATA
_> Reach #1
Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
157
ft
19
ft
00121
ft/ft
0 045
Natural Channel
2000
sf (Assume 5 x 4 Channel)
1300
ft (Assume 5 x 4 Channel)
485
ft/sec
Segment Time = 054 minutes
Reach #1 Total Time = 054 minutes
_> Reach #2
Channel Flow
Length =
886
Height =
885
Slope =
00100
Manning s n =
0 045
Flow Area =
2000
Wetted Perimeter =
1300
Channel Velocity =
441
ft
ft
ft/ft
Natural Channel
sf (Assume 5 x 4 Channel)
ft (Assume 5 x 4 Channel)
ft/sec
Segment Time = 335 minutes
Reach #2 Total Time = 335 minutes
=> Reach #3
Channel Flow
Length =
1076
Height =
11 1
Slope =
00103
Manning s n =
0 045
Flow Area =
2000
Wetted Perimeter =
1300
Channel Velocity =
448
ft
ft
ft/ft
Natural Channel
sf (Assume 5 x 4 Channel)
ft (Assume 5 x 4 Channel)
ft/sec
Segment Time = 400 minutes
Reach #3 Total Time = 400 minutes
_> Reach #4
Channel Flow
Length =
26
ft
Height =
05
ft
Slope =
00192
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
2000
sf (Assume 5 x 4 Channel)
Wetted Perimeter =
1300
ft (Assume 5 x 4 Channel)
Channel Velocity =
6 12
ft/sec
Segment Time = 007 minutes
Reach #4 Total Time = 007 minutes

NEW HILL PLACE REACHES B 114NATOLYA PE
KRG 11000 1/4/2012
_> Reach #5
Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
155
It
25
ft
00161
ft/ft
0 045
Natural Channel
2000
sf (Assume 5 x 4 Channel)
1300
ft (Assume 5 x 4 Channel)
560
ft/sec
Segment Time = 046 minutes
Reach #5 Total Time = 046 minutes
_> Reach #6
Channel Flow
Length =
241
ft
Height =
342
ft
Slope =
00142
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
2000
sf (Assume 5 x 4 Channel)
Wetted Perimeter =
1300
ft (Assume 5 x 4 Channel)
Channel Velocity =
526
ft/sec
Segment Time = 076 minutes
Reach #6 Total Time = 076 minutes
_> Reach #7
Channel Flow
Length =
302
ft
Height =
674
ft
Slope =
00223
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 x 3 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
5 59
ft/sec
Segment Time = 090 minutes
Reach #7 Total Time = 090 minutes
_> Reach #8
Channel Flow
Length =
568
ft
Height =
1392
ft
Slope =
00245
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 x 3 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
5 85
ft/sec
Segment Time = 162 imutes
Reach #8 Total Time = 162 minutes

NEW HILL PLACE
960
REACHES
KRG 11000
1131
ft
_> Reach #9
502
ft
Channel Flow
00444
ft/ft
Length =
692
ft
Height =
1574
ft
Slope =
00227
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 x 3 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
564
11/sec
Segment Time =
205
minutes
Reach #9 Total Time =
205
minutes
_> Reach #10
0 045
Natural Channel
Channel Flow
1200
sf (Assume 4 x3 Channel)
Length =
503
ft
Height =
48
ft
Slope =
00095
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1600
sf (Assume 4 x 4 Channel)
Wetted Perimeter =
1200
ft (Assume 4 x 4 Channel)
Channel Velocity =
392
ft/sec
Segment Time =
214
minutes
Reach #10 Total Time =
214
minutes
> Reach #11
Channel Flow
960
ft
Length =
1131
ft
Height =
502
ft
Slope =
00444
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
400
sf (Assume 2 x 2 Channel)
Wetted Perimeter =
600
ft (Assume 2 x 2 Channel)
Channel Velocity =
532
ft/sec
Segment Time =
354
minutes
Channel Flow
Length =
398
ft
Height =
889
ft
Slope =
00223
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 x3 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
5 59
ft/sec
Segment Time =
119
minutes
Channel Flow
Length =
960
ft
Height =
1591
ft
Slope =
00166
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1600
sf (Assume 4 x 4 Channel)
Wetted Perimeter =
1200
ft (Assume 4 x 4 Channel)
Channel Velocity =
5 16
ft/sec
Segment Time =
310
minutes
Reach #11 Total Tune=
783
minutes
B IHNATOLYA PE
1/4/2012

NEW HILL PLACE
ft
KRG 11000
ft
00146
ft/ft
_> Reach #18
Natural Channel
1600
sf (Assume 4 x 4 Channel)
Channel Flow
ft (Assume 4 x 4 Channel)
484
Length =
sf (Assume 4 x 4 Channel)
Height =
1200
Slope =
Channel Velocity =
Manning s n =
ft/sec
Flow Area =
310
Wetted Perimeter=
Channel Velocity =
Segment Time =
REACHES
730
ft
1065
ft
00146
ft/ft
0 045
Natural Channel
1600
sf (Assume 4 x 4 Channel)
1200
ft (Assume 4 x 4 Channel)
484
ft/sec
251 minutes
Reach #18 Total Time = 251 minutes
_> Reach #21
Channel Flow
Length =
960
ft
Height =
1591
ft
Slope =
00166
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1600
sf (Assume 4 x 4 Channel)
Wetted Perimeter =
1200
ft (Assume 4 x 4 Channel)
Channel Velocity =
5 16
ft/sec
Segment Time =
310
minutes
Reach #21 Total Time = 310 minutes
B IHNATOLYA PE
1/4/2012

SUBOIA
SUSOIC
SUBOIE
SUBOIF
Scenario Pre
POA #1
a
a
0
x
SUBbt6
J3
POONA R�Cys
x
U
4
w
J-6 SUB01D
N1
P�p,G
SUSOIG
SUB01 H SUBOt I
POA #2
A�eH t6 R� H
° 70
Q``S Ca
SUB02A SUB02B
SUB02C OFFSITE SUB02C ONSITE
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Subsection Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac ft)
SUB01A
Pre 1 year
1
0 187
758 000
084
SUB01A
Pre 100 year
100
2 606
736 000
1975
SUBOIB
Pre 1 year
1
0 134
731 000
1 10
SUBOIB
Pre 100 year
100
1 228
728 000
1319
SUBOIC
Pre 1 year
1
0 022
730 000
016
SUBOIC
Pre 100 year
100
0 225
726 000
261
SUBOID
Pre 1 year
1
0 017
728 000
018
SUBOID
Pre 100 year
100
0 138
726 000
162
SUB01E
Pre 1 year
1
0 139
758 000
067
SUB01E
Pre 100 year
100
1 787
737 000
1386
SUBOIF
Pre 1 year
1
0 074
728 000
091
SUBOIF
Pre 100 year
100
0 557
725 000
676
SUB01G
Pre 1 year
1
0209
758 000
092
SUB01G
Pre 100 year
100
3 192
734 000
2586
SUB01H
Pre 1 year
1
0 312
755 000
171
SUB01H
Pre 100 year
100
3 453
732 000
2993
SUB01I
Pre 1 year
1
0 580
758 000
293
SUBOII
Pre 100 year
100
6 913
737 000
5431
SUB02A
Pre 1 year
1
0 096
753 000
052
SUB02A
Pre 100 year
100
1 328
728 000
1398
SUB02B
Pre 1 year
1
0 116
734 000
073
SUB02B
Pre 100 year
100
1 199
729 000
1200
SUB02C OFFSrFE
Pre 1 year
1
0 420
727 000
590
SUB02C OFFSITE
Pre 100 year
100
2 652
725 000
3238
SUB02C ONSUE
Pre 1 year
1
0 375
756 000
188
SUB02C ONSITE
Pre 100 year 1
1001
48211
7340001
3962
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac ft)
POA #1
Pre 1 year
1
1 667
759 000
829
POA #1
Pre 100 year
100
20 061
741 000
15681
Pre 1 year
1
0 134
731 000
1 10
Pre 100 year
100
1 228
728 000
1319
3 3
Pre 1 year
1
1 351
757 000
679
13
Pre 100 year
100
16 252
737 000
12884
3 6
Pre 1 year
1
1 313
757 000
660
36
Pre 100 year
100
15 895
736 000
12642
Pre 1 year
1
0 139
758 000
067
Pre 100 year
100
1 787
737 000
1386
Pre 1 year
1
0 074
728 000
091
Pre 100 year
100
0 557
725 000
676
19
Pre 1 year
1
0 892
755 000
464
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Subsection Master Network Summary
Node Summary
Label
39
POA #2
POA #2
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
MIN
(years)
(ac ft)
Pre 100 year
100
10 366
735 000
8314
Pre 1 year
1
1 004
736 000
769
Pre 100 year
100
9 987
734 000
9392
Pre 1 year
1
0 096
753 000
052
Pre 100 year
100
1 328
728 000
1398
Pre 1 year
1
0 116
734 000
073
Pre 100 year
100
1 199
729 000
1200
Pre 1 year
1
0 420
727 000
590
Pre 100 year
100
2 652
725 000
3238
Pre 1 year
1
0 187
758 000
084
Pre 100 year
100
2 606
736 000
1975
Pre 1 year
1
0 022
730 000
016
Pre 100 year
100
0 225
726 000
261
Pre 1 year
1
0 017
728 000
018
Pre 100 year
100
0 138
726 000
162
Pre 1 year
1
0 375
756 000
188
Pre 100 year
100
4 821
734 000
3962
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KRG11000 ppc Center [08 11 01 511
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NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasm #IA 1/5/2012
1 SCS CURVE NUMBERS
HSG
Impervious '
Open E Wooded
A 98
98 _
39 30y_
B
C
61 55
w 98 74 70
D
98— ~'_
w
_80 77
Assume
HSG A = 00/
Offsite wooded
57
HSG B = 925/
Assume good condition
Offsite and
HSG C = 00/
1 000
��"
HSG D= 75/
00324
Cover Condition SCS CN
Comments
Impervious
1 98
Manning s n =
Open
62 _
Assume good condition
Wooded,
57
Assume good conditionM��
11 POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
Onslte impervious
_Onsite open ____�
�O site wooded
Onsite pond
SCS CN
98
62 �
- -57
100 W
Area jacres]
072
050
7 14
0 00
Comments
—Assume � �ood cond_ ition __
Assume good condition
Offsrte im ervious ___98
Length =
000
_
__ Offsite open
62
000
Assume good condition_
Offsite wooded
57
1 000
Assume good condition
Offsite and
_v 100 -
1 000
��"
Total area = 836 acres
00131 sq mi
Composite SCS CN = 61
/ Impervious = 86/
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Appi oach (TR 55)
Segment I Overland Flow
Segment 2 Channel Flow
Length =
86
ft
Length =
488
ft
Height =
268
ft
Height =
15 8
ft
Slope =
00312
ft/ft
Slope =
00324
ft/ft
Manning s n =
036
Woods/Dense Grass/Imp
Manning s n =
0 012
Concrete Gutter
P (2 year /24 hour) =
348
inches (Wake County NC)
Flow Area =
025
sf (Assume 0 5 x 1 Gutter)
Wetted Perimeter =
1 50
ft (Assume 0 5 x 1 Gutter)
Segment Time =
1405
minutes
Channel Velocity =
677
ft/sec
Segment Time =
120
minutes
Segment 3 Channel Flow
Segment 4 Channel Flow
Length =
41
ft
Length =
445
ft
Height =
03
ft
Height =
3454
ft
Slope =
00073
ft/ft
Slope =
00776
ft/ft
Manning s n =
0 013
RCP
Manning s n =
0 045
Natural Channel
Flow Area =
1 77
sf (Assume 18 RCP)
Flow Area =
200
sf (Assume 2 x 1 Channel)
Wetted Perimeter =
471
ft (Assume 18 RCP)
Wetted Perimeter =
400
ft (Assume 2 x 1 Channel)
Channel Velocity =
5 10
ft/sec
Channel Velocity =
5 81
ft/sec
Segment Time =
013
m mutes
Segment Time =
128
nunutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasin #IA 1/5/2012
Time of Concentration = 1666 minutes
SCS Lag Time = 1000 minutes (SCS Lag = 0 6* Tc)
Time Increment = 290 minutes (= 0 29 *SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasin #1B 1/5/2012
11 SCSCURVENUMBfRS
HSG
SCS CN
98
Impervious
Open I Wooded
A---
64
39 — 30
8���
_ _ 100
98�
61 i 55
C
000
_ 98
74 4- 70
1069
minutes
-_
80 77
Assume
HSG A =
00/
HSG B =
589/
HSG C =
00/
HSG D =
41 1/
Covei Condition
SCS CN
Comments
Impervious
98
—_ Open
_ 69 t
Assume good condition
Wooded
64 ��
Assume good condmon
11 POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
_ Onsite impervious
Onsite open_
Onsite w o o d e d
SCS CN
98
Area [acres]
000
i Comments
t Assume good condition
Assume good condition
Assume good condition
Assume good condition
69
023
64
_
2 81
r Onsitend
yo
_ _ 100
_ 000
Offsite impervious
Offsite open�__69
_ Offsite wooded
Offsite pond
198
000
000
0 00
0 00
64 _
100
Total area = 304 acres
00048 sq mi
Composite SCS CN = 64
/ Impel vlous = 00/
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
100
ft
Height =
103
ft
Slope =
0 1030
ft/ft
Manning s n =
040
Woods Light Underbrush
P (2 year /24 hour) =
348
inches (Wake County NC)
Segment Tune =
1069
minutes
Segment 2 Concentrated Flow
Length =
175 ft
Height =
33 1 ft
Slope =
0 1891 ft/ft
Paved 9=
No
Velocity =
702 ft/sec
Segment Time = 042 minutes
Time of Concentration = 11 11 minutes
SCS Lag Time = 666 minutes (SCS Lag = 0 6'i Tc)
Time Increment = 1 93 minutes = 0 29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbastn #IC 1/5/2012
1 SCS CLRVE NUMBERS
HSG ( Impervious Open Wooded
A i 98 1 39 30
B� f 98 61 55
C 98 y 74 70
D 98 _ --I— - 80 L_ 77_—._
Assume HSG A =
00/
HSG B =
685/
HSG C =
00/
HSG D =
315/
Cover Condition SCS CN Comments
_ I_mpervious _ 98 a __ _
Olen 67 I- _ Assume good condition
Wooded 62 _Assume good condition
11 POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area jacresl
Comments
Onsite impervious
�_ Onsrte open
Onsite wooded
98 _
67 �`
�62
_0 00
0 15 _
0 58 _
_ 000
00/
Assume good condition
Assume good condition
Onsrte pond
_
100
_
v
_
good condition
Offsrte impervious
98
_
0 00
00 V
000--
_ 000
0 00
_
Offsite open_
W67 '
62 _
100 -I--
_
�- Offsite wooded _
Offsite pond �
_Assume
Assume good condition
Total area =
073 acres
00011 sq mi
Composite SCS CN =
63
/ Impervious =
00/
B Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes
Time of Concentration = 5 00 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
00500 hours
Time Increment = 087 minutes (= 0 29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasin #ID 1/5/2012
I SCS CURVE NUMBERS
HSG
Impervious I
Open
Wooded
A
98
39
30
B
1 98 7-61
_
Assume good condition
55
C
_ 98 _ -1,—
�74
70
D
�� —98 — _
- 80 —
-7T--
Assume HSG A =
00/
HSG B =
425/
HSG C=
00/
HSG D =
575/
Cover Condition
I SCS CN 1 Comments
Impernous_
i 98
___
4 �~
f2-- I Assume good condition
L _, -I—
Wooded
ssume good condition 68
II POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
i SCS CN Area [acres]
Comments
Onsite iin us
Onsite omen
Onsite wooded _
Onsite pond__
_98
72 -
�68
100
000
028
0 12�
000
_Assume good condition
Assume good condition
Offsite impervious
98
72
i 000
000
_
Assume good condition
_
_ Offsite open— _ _
Offsae wooded ^_
_ 68 µ
0 00
Assume good condition
Offsite pond
100
0 00
Total area =
040 acres
00006 sq mi
Composite SCS CN =
71
/ Impervious =
00/
B Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes
ii concentration = 5 UU minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6 Tc)
00500 hours
Time Increment = 087 minutes (= 0 29*SCS Lae)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasin #lE 1/5/2012
I SCS CURVC NU'*IBFRS �
HSG
i
Impervious ' Open
Wooded
A
ft
98 i 39
}�
30
B��_
Onslte pond_ �i 100
Offsite impervious I �98
98 61
55
^ Offsite open 62
0 00
98 .__74 _ _ 70
D
Y I
98 80 77 _
Assume
HSG A =
00/
HSG B =
923/
HSG C =
00/
HSG D =
77/
Cover Condition
SCS CN Comments
Impervious
,
98
- __ue good condition n
r-2
Wooded57
umegoodcondition
11 POST DEVELOPMENT
A Watershed Breakdown
Contributing Area I SCS CN
E
€ Area jacresl'
Comments
impervious 98
012
ft
_Onsite _
Onsite open_ _ 62 -
Onsite wooded � 57
026
754
_ W
Assume good condition_
Assume good condition
Onslte pond_ �i 100
Offsite impervious I �98
0_0_0_
000
Dense Grass /Wooded
^ Offsite open 62
0 00
Assume good condition
Offsite wooded 57
0 00
Assume good condition
Offsite pond 100
! 000
Total area = 792 acres
00124 sq ini
Composite SCS CN = 58
/ Impervious= 1 51
B Time of Concentration Information
Time of concenn ation is calculated using the SCS Segmenial Approach (TR 55)
Segment I Overland Flow
Length =
100
ft
Height =
42
ft
Slope =
00420
ft/ft
Manning s n =
034
Dense Grass /Wooded
P (2 year/24 hour) =
348
inches (Wake County NC)
Segment Time =
1344
minutes
Segment 3 Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
563
ft
31 2
ft
00554
ft/ft
0 045
Natural Channel
200
sf (Assume 2 x I Channel)
400
ft (Assume 2 x 1 Channel)
491
ft/sec
Segment Time = 191 minutes
Segment 2 Concentrated Flow
Length =
218 ft
Height =
258 ft
Slope =
0 1183 ft/ft
Paved 9=
No
Velocity =
5 55 ft/sec
Segment Time = 065 minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasrn VE 1/5/2012
Time of Concentration = 1600 minutes
SCS Lag Time = 960 minutes (SCS Lag = 0 6 Tc)
Time Increment = 278 minutes = 0 29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasin #I F To SWMF #2 1/5/2012
SCS CURVE NUMBERS
HSG
Impervious I
HSG B =
Vooded
A
9— 8 { 39
HSG D=
1 30
_
B
j 98_ 61
8 57
_
—666
1 89�
5
C
1 98� 74 —t
13
70
D
98 80
_ 77`
Assume HSG A =
00/
HSG B =
1000/
HSG C=
00/
HSG D=
00/
Cover Condition SCS CN Comments
Impervious 98
:Op 61 Assume good condition
Wooded 55 J Assume good condition _
II' POST DEN ELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious _
98
2258
minutes (= 0 29 #SCS Lag)
Onsite open_ _
_ Onsite wooded
Onsite pond
61
55
_ 100
8 57
_
—666
1 89�
Assume good condition w
Assume good condition
_
Offsrte impervious
98
13
^
offsite oQen
61
0 15
Assume good condition
Offsrte wooded
55
000
Assume good_ condition
Offsite pond
100
0 00
Total area = 3332 acres
00521 sq mi
Composite SCS CN = 88
/ Impervious = 682/
B Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes
Time of Concentration = 500
minutes
SCS Lag Time = 300
minutes (SCS Lag = 0 6* Tc)
= 00500
hours
Time Increment = 087
minutes (= 0 29 #SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasm #1F Bypass 1/5/2012
I SCS CURVE NUMBERS
HSG Impervious Open Wooded
A 98 39 30
x'9 8 61 �+
B l� 55
_ � -V
� 98 _...._1 74 70
-__ D ---t -- 9_.g__— I - 80 ,_._ 77
Assume HSG A =
00/
HSG B =
35 8/
HSG C=
00/
HSG D =
642/
Cover Condition SCS CN Comments
Impervious _ 98
--- -- W
T-
Open_ 73 -I Assume good condition
d
Woode69 T— Wssume good condition
II POST DEN ELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area jacresl
Comments
Onsite impervious
_ 98
_ 73- - -�
001
- -� 029
Assume good condit.on_�
Onsite open
Onsite wooded
69
093
Assume good condition
_ Onsite pond _
100
0 00
Offsite impervious
_
_98
�—
J
000
—
_
Mite open
(� 73
000
Assume good condition
Offsite wooded
69
0 00 4--
Assume good condition
000 1
Offsrte pond
100
Total area =
123 acres
SCS Lag Time = 300
00019 sq mi
Composite SCS CN =
70
/ Impervious =
08/
B Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes
n concentration = S UU
minutes
SCS Lag Time = 300
minutes (SCS Lag = 0 6 Tc)
= 00500
hours
Time Increment = 097
minutes (= 0 29 "SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbastn #1G To SWMF 48 1/5/2012
I SCS CURVE NUMBERS
HSG
!
Impervious € Open- T Wooded
A
B98_—-
Onsite impervious
98 i 39 30
��61I.
_D
-55
_ 98 74 70
- - -80
62
348
�2 02
-t-77
98 —' 1
Assume
HSG A =
00/
Mae impervious
HSG B =
949/
HSG C=
00/
001 �
0 00
0 00 - -t���
HSG D =
5 1 /
Cover Condition SCS CN I Comments
_ Impervious 98 1
__
Open _ 62 Assume good condition
Wooded 56 _ Assume good condition
POST DM EC OPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98 234
Time Increment = 087
Onsite open
Onsite wooded
Onsite pond _
62
348
�2 02
Assume good condition
Assume good condition _
_5_6_
100
026
Mae impervious
98
107
Offsite open
_62_
56 EL
100
001 �
0 00
0 00 - -t���
1 Assume good condition
1 Assume good condition
��`����~ p�
_
Offsite wooded _
Offsite pond
Total area = 9 18 acres
0 014 sq mi
Composite SCS CN = 75
/ Impervious = 37 1/
B Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes
Time of Concentration = 500
minutes
SCS Lag Time = 300
minutes (SCS Lag = 0 6* Tc)
= 00500
hours
Time Increment = 087
minutes (= 0 29 °SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 1 1000 Post development Subbasin #IG Bypass 1/5/2012
I SCS CURVE NUMBERS
HSG
Impervious
Open Wooded
A 98 i
39 30
61
— ---- 98 ---- -t
B
p
minutes (= 0 29 °SCS Lag)
_55_
—74--- 1 — 70
_
— t— —--
Onsite wooded
98y~
80
Assume
HSG A = 00/
a
Offsite open __
HSG B = 978/
_ Mite wooded
HSG C = 00/
Offsite pond _
HSG D = 22/
_
0 00
Cover Condition SCS CN
Comments
_ Impervious
1 98
—+
_ _
Open
61
Assume good condition
_
Wooded
- T —~55
Assume good condition
11 POST DEVFLOPMENT
A Watershed Breakdown
Contributing Area
f SCS CN
Area nacres)
On_site impervious
98
000
Onsite open
minutes (= 0 29 °SCS Lag)
M
Onsite wooded
Onsond�N�
Off ne_impervious
a
Offsite open __
_ Mite wooded
Offsite pond _
_
0 00
61
_55_ _
100
98
61
55
100
_0 34
102_
0 00
Total area = 136 acres
00021 sq mi
Composite SCS CN = 57
/ Impervious= 00/
0 00
0 00
B Time of Concentration Information
Time of concentration ivas conservatively assumed to be 5 minutes
Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
it l.Oneentration = 500
minutes
SCS Lag Time = 300
minutes (SCS Lag = 0 6$ Tc)
= 00500
hours
Time Increment = 087
minutes (= 0 29 °SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B 114NATOLYA PE
KRG 11000 Post development Subbasin #1H To SWMF #1 1/5/2012
I SCS CURVE NUI•IBFRS
HSG Impervious Open Wooded
A 98 39 30
B
---T-98 61 55
f
D 98 _- -7__ 80
Assume HSG A =
00/
HSG B =
1000/
HSG C =
00/
HSG D =
00/
Covet Condition SCS CN I Comments
--- Impervious _98
61 ' Assume good condition y
Wooded �NM 55W _ i Assume good condition W
If POST DE% ELOPMENT
A Watershed Breakdown
Contributing Area
I SCS CN Area [acres]
Comments
_ Onsite impervious
u
98 604
90
Onsite open
61 + — 185
Assume good condition
Onsite wooded
w
1 55 0 00
Assume good condition
Onsite pond
100
040
e
Offsite impervious
_ Offsite open _
98
61
145
031
Assume good condition
Off_site_wooded
_
55 _ _
000
Assume good condition
Offsite pond
100
000
Total area =
1005 acres
SCS Lag Time = 300
00157 sq mi
Composite SCS CN =
90
/ Impervious=
745/
B Time of Concentration Information
Time of concentration it as conservatively assumed to be 5 minutes
Time of Concentration = 500
minutes
SCS Lag Time = 300
minutes (SCS Lag = 0 6 Tc)
= 00500
hours
Time Increment = 087
minutes (= 0 29 SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasin #1N Bypass 1/5/2012
SCS CURVE NUMBERS
HSG
A
l
Impervious
98
Open
39
Wooded
30
B
Assume good condition
98
661—
C
sf (Assume 2 x 2 Channel)
--�—
98
--
74 70
— — D — —
— i
98
so
Assume
HSG A =
00/
58
000
HSG B =
846/
1007--
00
0 00
HSG C =
00/
HSG D=
154/
Cover Condition 1
SCS CN
Comments
Impervious
98
Open
y
_ 64
Assume good condition
Wooded
58
Assume good condition
II POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
Onsite impervious
_Onsrte open _
i SCS CN
98
Y 64 _
Area [acres]
001
1 09
Comments
Assume good condition_
Onsite wooded _
58
5 84
Assume good condition
Onsite pond
100
_
000
sf (Assume 2 x 2 Channel)
Offsite impervious
98
000
ft/sec
_Offsrte open_
_ 64
000
Assume good condition
Offsae wooded
58
000
Assume good condition
Offsite pond
1007--
00
0 00
Total area = 694 acres
00108 sq rm
Composite SCS CN = 59
/ Impervious= 01/
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach JR 55)
Segment 1 Overland Flow
Length =
Height =
Slope =
Manning s n =
P (2 year /24 hour) =
Segment Tune =
Segment 3 Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
100
ft
642
ft
00587
ft/ft
034
Dense Grass /Wooded
348
inches (Wake County NC)
1175 minutes
Segment Time = 181 minutes
Segment 2 Concentrated Flow
Length =
300
511
ft
177
ft
00346
11/ft
0 045
Natural Channel
400
sf (Assume 2 x 2 Channel)
600
ft (Assume 2 x 2 Channel)
470
ft/sec
Segment Time = 181 minutes
Segment 2 Concentrated Flow
Length =
300
ft
Height =
3002
ft
Slope =
0 1001
ft/ft
Paved 9=
No
Velocity =
5 10
ft/sec
Segment Time = 098 nunutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasm VH Bypass 1/5/2012
Time of Concentration = 1454 minutes
SCS Lag Time = 873 minutes (SCS Lag = 0 6 Tc)
Time Increment = 277 minutes (= 0 29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbastn #M 1/5/2012
!t SCS CURS E NUMBERS
Assume
HSG
Impervious t
Open
Wooded
_ A
B
98
98 —
39
61
30
55 T
C
98 ��
74
70
D
98� —
0
77
HSG A = 00/
HSG B = 890/
HSG C= 00/
HSG D = 110/
Cover Condition SCS CN Comments
Impervious 98 _
Open 63� y Assume good condition
Wooded 57 Assume good condition
If POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area ]acres]
Comments
Onsite impervious
Onsite open ^
98
63
4
000
141
Assume good condition
Onsite wooded
�Onsite
57
14
Assume good condition
_
— pond
100
_2
000
Offsite impervious
Offsite open _
_ 98
63
000
000
Assume good condition
Offsite wooded
_ 57
_
000
Assume good condition
Offsite pond
100
0 00
�a
Total area =
3 55 acres
00055 sq mi
Composite SCS CN =
60
/ Impel vious =
00/
B Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes
�t concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6° Tc)
=
00500 hours
Time Increment = 087 minutes (= 0 29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasin #2A 1/5/2012
-SCS CURVE NUMBERS
HSG
SCS CN
Impervious '
Open R Wooded
A
98
98 ---
39 30 _
--
B
61
98 1
61 55._...
C
55
98
74 70
D
000
98 1
80 77
Assume
HSG A =
00/
Offsrte open
61
HSG B =
1000/
Offsite wooded
55
HSG C =
00/
Offsite pond
100
HSG D =
00/
Cover Condition
SCS CN
Comments
Impervious
98
Open
_
6_1
Assume good condition
Wooded
_ w
55 i
Assume good condition v
POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area jacresl
Comments
Onsite impervious
98
000
1
_ _Onsrte open__
61
0 11
Assume good condition _
Assume good condition-
Onsite wooded
55
206
Onsite pond _
100
000
_ Offsite impervious
98
000
Offsrte open
61
000
Assume good condition
Offsite wooded
55
000
Assume good condition
Offsite pond
100
000
Total area = 2 17 acres
00034 sq mi
Composite SCS CN = 55
/ Impervious= 00/
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
Length =
Height =
Slope =
Manning s n =
P (2 year /24 hour) =
Segment Time =
100
ft
12
ft
0 1200
ft/ft
040
Woods Light Underbrush
348
inches (Wake County NC)
1006 minutes
Segment 2 Concentrated Flow
Length =
116 ft
Height =
25 ft
Slope =
02155 ft/ft
Paved 9=
No
Velocity =
749 ft/sec
Segment Time = 016 nunutes
Time of Concentration = 1031 minutes
SCS Lag Time = 619 minutes (SCS Lag = 0 6° Tc)
Time Increment = 1 79 minutes (= 0 29 °SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 1 1000 Post development Subbasin #2B 1/5/2012
CGS CURN E NUMBERS
HSG
Impervious Open Wooded
A
98 39 i 30
B_
98 61
C . _
__.__....._.� D
98 i --7T—
74 — 70
98 t_..V _80'..— .x_..__77 _ ...
Assume
HSG A =
00/
Comments
HSG B =
770/
000
HSG C=
00/
� 65'—
HSG D =
230/
Cover Condition
60
SCS CN i Comments
Impervious
Onsite pond
98 1
Open
_
_ _
65 1 -- Assume good condition
Wooded
1
60 - -1 Assume good condition
If POST DE% ELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
! Area jacresj
Comments
Onsite impervious
98
000
61
_Onsrte open
�Onsite
� 65'—
052
Assume good condition
_ wooded _Y
60
3 66
Assume good condition
Onsite pond
100000
Y
Length =
Offsite impervious
980
00
42
_ Offsite open
65 —
E 000
-'
Assume good condition
_ Offsite wooded N
60
000
Assume good condition
—�
100
000
Offsite pond
a
Total area =
4 18
acres
Height =
00065
sq mi
Composite SCS CN =
61
No
/ Impervious =
00/
Segment Time =
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment I Overland Flow
Length =
100
ft
Height =
42
ft
Slope =
00420
ft/ft
Manning s n =
040
Woods Light Underbrush
P (2 year/24 hour) =
348
inches (Wake County NC)
Segment Time =
1530
minutes
Segment 2 Concentrated Flow
Length =
350 ft
Height =
43 1 ft
Slope =
0 1231 ft/ft
Paved 'i =
No
Velocity =
566 ft/sec
Segment Time =
103 minutes
Time of Concentration = 1633 minutes
SCS Lag Time = 980 minutes (SCS Lag = 0 6'i Tc)
Time Increment = 284 minutes (= 0 29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG 11000 Post development Subbastn #2C Bypass Onsite
' SCS CURVE NUMBERS
B 98 _ M 6 �� 55_ 75
C _ 98— 74
D------T--V8 +� � 80 _ _77_____ 87
Assume HSG A = 00/
HSG B = 649/
HSG C = 00/
HSG D = 35 1/
Cover Condition I SCS CN Comments
_ Impervious E 98 , _
Assume good condition
Wooded_ 63� Assume good condition
If POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
Onsite imperviou__ s
I SCS CN i Area ]acres]
98 009
Comments
_ Onsrte open
61 1 19 —
�� _Assume good condition r
_ Onsite wooded
Onsite pond
55 225
100~ 0 00
Assume good condition
_Assume good condition
Assume good condition
_ Offsite impervious
_Offsite open
_ Offsite wooded
98 — 000
_61 000
55 000
Offsite pond
1 100
691
Total area =
3 53
acres
Height =
00055
sq mi
Composite SCS CN =
58
ft/ft
/ Impervious =
25/
B Time of Concentration Information
691
ft/sec
Time of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment 1 Overland Flow
minutes
Length =
100
ft
Height =
167
ft
Slope =
0 1670
ft/ft
Manning s n =
038
Woods /Dense Grasses
P (2 year/24 hour) =
348
inches (Wake County NC)
Segment Time =
846
minutes
Segment 3 Channel Flow
Length =
545
ft
Height =
139
ft
Slope =
00255
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 x3 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
597
ft/sec
Segment Time =
152
minutes
Segment 2 Concentrated Flow
Length =
24
ft
Height =
44
ft
Slope =
0 1833
ft/ft
Paved 9 =
No
Velocity =
691
ft/sec
Segment Time =
006
minutes
B IHNATOLYA PE
1/5/2012

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbastn #2C Bypass Onsite 1/5/2012
Time of Concentration = 1004 minutes
SCS Lag Time = 602 minutes (SCS Lag = 0 6$ Tc)
Time Increment = 1 75 minutes = 0 29 SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS B iHNATOLYA PE
KRG 11000 Post development Subbasin #2C Bypass Offsite 1/5/2012
-SCS CURVE NUMBERS
Assume HSG A =
00/
Area lacresl Comments
000
HSG B =
1000/
0_00
HSG C =
00/
55
HSG D =
00/
Onsrte pond
Cover Condition
000
SCS CN
Comments
Impervious
98 i
_ Offsite open
�~ Ofisite wooded _
__ Open 61 _
__ ~ —� -_~
_Assume good condition
Wooded
_ 55
Assume good condition
_ 1/4 Ac Resid Lots
75
Assume 38/ Impervious
11 POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
w Onsite impervious
SCS CN
98
Area lacresl Comments
000
Onsite open_
61
0_00
Assume good condition
Onsite wooded
55
000
Assume good condition
Onsrte pond
100
000
Offsrte impervious
98
138
/ Impervious=
_ Offsite open
�~ Ofisite wooded _
_61
55
2 23 _
31
Assume good condition
Assume good condition
Offsite 1/4 Ac Resid Lots
75
058
Assume 38 / Impervious
Offsite pond 1
100
_
0 00 �-
Total area =
450
acres
00070
sq mi
Composite SCS CN =
74
/ Impervious=
3561
B Time of Concentration Information
Tore of concentration is calculated using the SCS Segmental Approach (TR 55)
Segment I Overland Flow
Segment 2 Concentrated Flow
Length =
100
ft
Length =
77
ft
Height =
3 1
ft
Height =
182
ft
Slope =
00310
ft/ft
Slope =
02364
ft/ft
Manning s n =
026
Woods /Dense Grasses
Paved 7 =
No
P (2 year/24 hour) =
348
inches (Wake County NC)
Velocity =
7 84
ft/sec
Segment Time =
1224
minutes
Segment Time =
016
minutes
Segment 3 Channel Flow
Segment 4 Channel Flow
Length =
504
ft
Length =
70
ft
Height =
194
ft
Height =
04
ft
Slope =
00385
ft/ft
Slope =
00057
ft/ft
Manning s n =
0 045
Natural Channel
Manning s n =
0 013
Assume 18 RCP Culvert
Flow Area =
200
sf (Assume 2 x 1 Channel)
Flow Area =
1 77
sf (Assume 18 RCP)
Wetted Perimeter =
400
ft (Assume 2 x I Channel)
Wetted Perimeter =
471
ft (Assume 18 RCP)
Channel Velocity =
409
ft/sec
Channel Velocity =
451
ft/sec
Segment Time =
205
nunutes
Segment Time =
026
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasin #2C Bypass Offstte 1/5/2012
Segment 5 Channel Flow
Length =
71
ft
Height =
5 1
ft
Slope =
00718
ft/ft
Manning s n =
0 013
Assume 18 RCP Culvert
Flow Area =
1 77
sf (Assume 18 RCP)
Wetted Perimeter =
471
ft (Assume 18 RCP)
Channel Velocity =
1598
ft/sec
Segment Time =
007
minutes
Segment 7 Channel Flow
Length =
55
ft
Height =
06
ft
Slope =
00109
ft/ft
Manning s n =
0 013
Assume 18 RCP Culvert
Flow Area =
177
sf (Assume 18 RCP)
Wetted Perimeter =
471
ft (Assume 18 RCP)
Channel Velocity =
623
ft/sec
Segment Tnnte =
015
minutes
Segment 6 Channel Flow
Length =
53
ft
Height =
0 1
ft
Slope =
00019
ft/ft
Manning s n =
0 013
Assume 18 RCP Culvert
Flow Area =
1 77
sf (Assume 18 RCP)
Wetted Perimeter =
471
ft (Assume 18 RCP)
Channel Velocity =
259
ft/sec
Segment Time =
034
minutes
Time of Concentration = 1528 minutes
SCS Lag Time = 9 17 minutes (SCS Lag = 0 6° Tc)
Time Increment = 266 minutes (= 0 291,SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 11000 Post development Subbasm #2C To SWMF #3 1/5/2012
SCS CURVE NUMBERS
Assume
C 98 ! 61 f 55 _ _ 75 _
74 70 83
x--80 w_ 77 -- �—
HSG A =
00/
HSG B =
1000/
HSG C =
00/
HSG D=
00/
over Condition
SCS CN
Comments
Impervious
98
98
Open _ _
_ 61
Assume good condition_W�
_e _Wooded
55
-- 75
Assume good condition
Assume 38 / Impervious
1/4 Ac Resid Lots —'
11 POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area jacresl
Comments
Onsite impervious
98
13 19
35f
Onstte open
61
Assume good condition
Onsite wooded_
55
000
Assume good condition
Onsite pond
100
077
Offsite impervious
98
1 46
OffsLte open
61
151
Assume good condition
_Offsite wooded _
55
0 03
Assume good condition _
Offsite I/4 Ac Resid Lots
1 75
020
-666
Assume 38/ Impervious
Offsite pond
100
_
Total area =
Composite SCS CN =
/ Impervious =
2054 acres
00321 sq mi
89
71 7/
B Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6 Tc)
00500 hours
Time Increment = 087 minutes (= 0 291 SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B IHNATOLYA PE
KRG 1 1000 Post development Subbasin #2C To SWMF #4 1/5/2012
i SCS CURS E NUMBERS
HSG Impervious I Open Wooded
39 30
B 98 61 i 55
Assume HSG A =
00/
HSG B =
973/
HSG C =
00/
HSG D =
27/
Cover Condition SCS CN Comments
-- Impervious 98 _
- - Open 62 _Assume good condition
.__
Wooded ( 56 Assume good condition
II POST DEVELOPMENT
A Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
i Comments
Onsite impervious
—
98 536
62 290
/ Impervious =
_
Onrte
_ _s_open _
Onsite wooded
p Onsite pond
Assume good condition
Assume good condition
032 —
_5_6
100 047
—
_ _
Offsite impervious
98 � —v 0 00
_ Offsite open
62 i 000
Assume good condition
M Offsite_wooded
Offsrte pond
56 0 00
100_ T- 000
Assume good condition
Total area =
905 acres
SCS Lag Time = 300
00141 sq mi
Composite SCS CN =
85
/ Impervious =
592/
B Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes
Time of Concentration = 500
minutes
SCS Lag Time = 300
minutes (SCS Lag = 0 6* Tc)
= 00500
hours
Time Increment = 087
minutes (= 0 29' SCS Lag)

NEW HILL PLACE REACHES
KRG 11000
Of CHANNEL REACH O %TA
_> Reach #1 Subbasin #IB
Channel Flow
Length =
704
ft
Height =
5 7
ft
Slope =
00081
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
2000
sf (Assume 5 x 4 Channel)
Wetted Perimeter =
1300
ft (Assume 5 x 4 Channel)
Channel Velocity =
397
ft/sec
Segment Time = 296 minutes
Reach #1 Total Time = 296 minutes
_> Reach #2 Junction #3 POA #1
Channel Flow
Channel Flow
Length =
212
ft
Height =
4
ft
Slope =
00189
ft/ft
Manning s n =
0 013
Assume 72 RCP Culvert
Flow Area =
2827
sf (Assume 72 RCP)
Wetted Perimeter =
1885
ft (Assume 72 RCP)
Channel Velocity =
2063
ft/sec
Segment Time =
017
minutes
Length =
771
Height =
86
Slope =
00112
Manning s n =
0 045
Flow Area =
2000
Wetted Perimeter =
1300
Channel Velocity =
466
ft
ft
ft/ft
Natural Channel
sf (Assume 5 x 4 Channel)
ft (Assume 5 x 4 Channel)
ft/sec
Segment Time = 276 minutes
Reach #2 Total Time = 293 minutes
_> Reach #3 Junction: #6 Junction #3
Channel Flow
Length =
123
Height =
1 9
Slope =
00154
Manning s n =
0 045
Flow Area =
2000
Wetted Perimeter =
1300
Channel Velocity =
548
ft
ft
ft/ft
Natural Channel
sf (Assume 5 x 4 Channel)
ft (Assume 5 x 4 Channel)
ft/sec
Segment Time = 037 minutes
Reach #3 Total Time = 037 mmutes
B IHNATOLYA PE
1/5/2012

NEW HILL PLACE REACHES B IHNATOLYA PE
KRG 11000 1/5/2012
_> Reach 44 Subbasm #IE
Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
302
ft
69
ft
00228
ft/ft
0 045
Natural Channel
1200
sf (Assume 4 x 3 Channel)
1000
ft (Assume 4 x 3 Channel)
565
ft/sec
Segment Time = 089 minutes
Reach #4 Total Time = 089 minutes
_> Reach #5 Subbasin OF To SWMF2
Channel Flow
Length =
123
ft
Height =
1 3
ft
Slope =
00106
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
200
sf (Assume 2 x 1 Channel)
Wetted Perimeter =
400
ft (Assume 2 x I Channel)
Channel Velocity =
2 14
ft/sec
Segment Time =
096
minutes
Length =
282
ft
Height =
68
ft
Slope =
00241
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 x 3 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
5 81
ft/sec
Segment Time = 081 minutes
Reach #5 Total Time = 1 77 minutes
_> Reach #6- Subbasin #1 G To SWMF8
Channel Flow
Length =
108
ft
Height =
42
ft
Slope =
00389
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
200
sf (Assume 2 x 1 Channel)
Wetted Perimeter =
400
ft (Assume 2 x 1 Channel)
Channel Velocity =
4 11
ft/sec
Segment Time = 044 minutes
Reach #6 Total Time = 044 minutes

NEW HILL PLACE REACHES
KRG 11000
_> Reach #7 Junction #9 Junction #6
Channel Flow
Length =
691
ft
Height =
1574
ft
Slope =
00228
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 x 3 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
564
ft/sec
Segment Time = 204 minutes
Reach #7 Total Time = 204 minutes
_> Reach #8 Subbasm #1H To SWMF7
Channel Flow
Channel Flow
Length =
105
ft
Height =
93
ft
Slope =
00886
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
200
sf (Assume 2 x 1 Channel)
Wetted Perimeter =
400
ft (Assume 2 x 1 Channel)
Channel Velocity =
621
ft/sec
Segment Time =
028
minutes
Length =
74
ft
Height =
3 06
ft
Slope =
00414
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
400
sf (Assume 2 x 2 Channel)
Wetted Perimeter =
600
ft (Assume 2 x 2 Channel)
Channel Velocity =
5 14
ft/sec
Segment Time = 024 minutes
Reach #8 Total Time = 052 minutes
_> Reach #9 Subbasm #2A
Channel Flow
Length =
411
ft
Height =
62
ft
Slope =
00151
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1600
sf (Assume 4 x 4 Channel)
Wetted Perimeter =
1200
ft (Assume 4 x 4 Channel)
Channel Velocity =
493
ft/sec
Segment Time = 139 minutes
Reach #9 Total Time = 139 minutes
B IHNATOLYA PE
1/5/2012

NEW HILL PLACE REACHES B IHNATOLYA PE
KRG 11000 1/5/2012
�_> Reach #10 Subbasin #2B
Channel Flow
Length =
Height =
Slope =
Manning s n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
50266
ft
53
ft
00105
11/11
0 045
Natural Channel
1600
sf (Assume 4 x 4 Channel)
1200
ft (Assume 4 x 4 Channel)
412
ft/sec
Segment Time = 103 minutes
Reach #10 Total Time = 203 minutes
_> Reaclt #ll Junctton #4 POA #2
Channel Flow
Length =
292
ft
Height =
9
ft
Slope =
00308
ft/ft
Manning s n =
0 013
Assume 54 RCP Culvert
Flow Area =
1590
sf (Assume 54 RCP)
Wetted Perimeter =
14 14
ft (Assume 54 RCP)
Channel Velocity =
21 76
ft/sec
Segment Time =
022
minutes
Channel Flow
Length =
623
ft
Height =
87
ft
Slope =
00140
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1600
sf (Assume 4 x 4 Channel)
Wetted Perimeter =
1200
ft (Assume 4 x 4 Channel)
Channel Velocity =
474
ft/sec
Segment Time = 219 minutes
Reach #11 Total Time = 241 minutes
_>
Reach #12 Subbasm #2C To SWMF4
Channel Flow
Length =
40
ft
Height =
4
ft
Slope =
0 1000
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
200
sf (Assume 2 x 1 Channel)
Wetted Perimeter =
400
ft (Assume 2 x 1 Channel)
Channel Velocity =
660
ft/sec
Segment Time =
010
minutes
Cliannel Flow
Length =
119
ft
Height =
1
ft
Slope =
00084
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 0 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
343
ft/sec
Segment Time =
058
minutes
Reach #12 Total Time =
068
minutes

NEW HILL PLACE REACHES
KRG 11000
_> Reach #13 Subbasm #2C To SWMF3
Channel Flow
Length =
34
ft
Height =
5 1
ft
Slope =
0 1500
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
200
sf (Assume 2 x 1 Channel)
Wetted Perimeter =
400
ft (Assume 2 x 1 Channel)
Channel Velocity =
808
ft/sec
Segment Time =
007
minutes
Channel Flow
20
ft
Length =
92
ft
Height =
09
ft
Slope =
00098
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4 0 Channel)
Wetted Perimeter =
1000
ft (Assume 4 x 3 Channel)
Channel Velocity =
3 70
ft/sec
Segment Time =
041
minutes
Reach #13 Total Time =
048
minutes
_> Reach #21 Subbasin #1C Bypass Offsite
Channel Flow
Length =
20
ft
Height =
02
ft
Slope =
00100
ft/ft
Manning s n =
0 013
Assume 18 RCP Culvert
Flow Area =
1 77
sf (Assume 18 RCP)
Wetted Perimeter =
471
ft (Assume 18 RCP)
Channel Velocity =
596
ft/sec
Segment Time =
006
minutes
Channel Flow
Length =
623
ft
Height =
152
ft
Slope =
00244
ft/ft
Manning s n =
0 013
Assume 30 RCP Culvert
Flow Area =
491
sf (Assume 30 RCP)
Wetted Perimeter =
785
ft (Assume 30 RCP)
Channel Velocity =
1309
ft/sec
Segment Time =
079
minutes
Channel Flow
Length =
658
ft
Height =
194
ft
Slope =
00295
ft/ft
Manning s n =
0 045
Natural Channel
Flow Area =
1200
sf (Assume 4x3 Channel)
Wetted Perimeter =
1000
It (Assume 4 x 3 Channel)
Channel Velocity =
642
ft/sec
Segment Time =
1 71
minutes
Reach #21 Total Time = 256 minutes
B IHNATOLYA PE
1/5/2012

Scenario Post
P
2
U
W
Q i
l � 7
SUBOIf4$W
POAN1
POA 02
SWMF i
may,.
k
REACT/ r
9
q4CN
REPS+H
70
Amm
m
�
�D
SU801A
n
x
SU8018
SUB02A
REACH 13
J4
SWMF3
kl yON2j
J-3
ti
O I 3 Q�
SUBOX TOMAOF3
SOBJIC
SUBOID
SWMF4
Rat{ 4
O i 4
SUS02C
-SYP ONbITE
SU802GTO6WMF4
SUBOIE
OQ,
SUBOIG BYP
m
0
x
SUBOIF-BYP
O U 2
O 8
n
SWMF 2
SWMF -8
J.
RMIF TOSNMFZ
SUBDI&TOSWFAF8
P
2
U
W
Q i
l � 7
SUBOIf4$W
On
sUSO 1
SWMF i
may,.
k
SUBOTtf- TOSVnAFc
B
Lj
U802C-BYr OUSITE
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Subsection Master Network Summary
Catchments Summary
Label Scenario
SUBOIA
SUB01A
SUB01A
SUBOIA
SUBOIB
SUB01B
SUB01B
SU13016
SUB01C
SUB01C
SUB01C
SUBOIC
SUB01D
SUBOID
SUBOID
SUB01D
SUBO1E
SUB01E
SUB01E
SUBOIE
SUB01F BYP
SUB01F BYP
SUBOIF BYP
SUBOIF BYP
SUB01F TOSWMF2
SUB01F TOSWMF2
SUB01F TOSWMF2
SUBOIF TOSWMF2
SUB01G BYP
SUB01G BYP
SU801G BYP
SUB01G BYP
SUB01G TOSWMF8
SUB01G TOSWMF8
SUB01G TOSWMF8
SUBOIG TOSWMF8
SUB01H BYP
SUBOIH BYP
SUBOIH BYP
SUBOIH BYP
SUBOIH TOSWMF1
SUB01H TOSWMF1
SUB01H TOSWMF1
SUBOIH TOSWMF1
SUB011
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Return
Event
(years)
1(
10(
IN
]
1C
10C
10C
1
iC
10C
100
1
lc
100
100
1
10
100
100
1
10
100
100
1
10
100
100
1
10
100
100
1
10
100
100
1
10
100
100
1
10
100
100
1
Hydrograph Time to Peak Peak Flow
Volume (min) (ft3 /s)
(ac ft)
0 224
733 000
154
0 986
731 000
1054
2 180
729 000
2169
2 180
729 000
2169
0 106
728 000
114
0 414
726 000
552
0 875
726 000
1041
0 875
726 000
1041
0 024
723 000
030
0 095
722 000
162
0204
721 000
3 11
0204
721 000
311
0 023
722 000
044
0 073
721 000
131
0 141
721 000
219
0 141
721 000
219
0 156
753 000
088
0 799
730 000
826
1 857
729 000
1646
1 857
729 000
1846
0 067
722 000
122
0 215
722 000
385
0 422
721 000
656
0 422
721 000
656
4 772
721 000
10385
10 414
721 000
18910
17 138
721 000
25650
17 138
721 000
25650
0 024
727 000
017
0 130
722 000
200
0 308
721 000
453
0 308
721 000
453
0 679
722 000
1370
1927
721 000
3529
3 578
721 000
5571
3 578
721 000
5571
0 153
733 000
091
0 740
729 000
823
1 689
729 000
1762
1 689
729 000
1762
1576
721000
3419
3 316
721000
5954
5 366
721 000
7927
5 366
721 000
7927
0 087
726 000
089
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KRG11000 ppc Center [08 11 01 51]
1/5/2012 27 Siemon Company Drive Suite 200 W Page 1 of 5
Watertown CT 06795 USA [phone]

Subsection Master Network Summary
Catchments Summary
Label Scenario
SUB01I
SUB01I
SUBOlI
SUB02A
SUB02A
SUB02A
SUB02A
SUB02B
SUB02B
SUB02B
SUB02B
SUB02C TOSWMF3
SUB02C TOSWMF3
SUB02C TOSWMF3
SUB02C TOSWMF3
SUB02C BYP ONSrrE
SUB02C BYP ONSITE
SUB02C BYP ONSITE
SUB02C BYP ONSITE
SUB02C TOSWMF4
SUB02C TOSWMF4
SUB02C TOSWMF4
SUB02C TOSWMF4
SUB02C BYP OFFSITE
SUB02C BYP OFFSITE
SUB02C BYP OFFSITE
SUB02C BYP OFFSITE
Node Summary
Label
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Post 1 year
Post 10 year
Post 100 year
Post 100 year WC
Return
Event
(years)
10
100
100
1
10
100.
100
1'
10
100
100
1
10
100
100
1
10
100
100
1
10
100
100
1
10
100
100
Hydrograph
Time to Peak
Peak Flow
Volume
(min)
(ft3 /s)
(ac ft)
000
821
0 400
722 000
652
0 897
721 000
1348
0 897
721 000
1348
0 030
752 000
0 16
0 185
727 000
2 13
0 453
725 000
523
0 453
725 000
523
0 112
734 000
078
0 493
730 000
534
1 090
729 000
1097
1 090
729 000
1097
3 079
721 000
6695
6 597
721 000
11918
10 765
721 000
16012
10 765
721 000
16012
0 070
730 000
042
0 357
726 000
449
0 829
725 000
992
0 829
725 000
992
1 127
721 000
2441
2 600
721 000
4773
4 391
721 000
6675
4 391
721 000
6675
0 313
729 000
411
0 910
729 000
1132
1 708
728 000
1821
1 708
728 000
1821
Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(vearsl far ft)
POA
#1
Post 1 year
1
3
881
755
000
821
POA
#1
Post 10 year
10
13
347
732
000
4780
POA
#1
Post 100 year
100
27
969
734
000
17470
POA
#1
Post 100 year WC
100
37
592
731
000
22367
J 3
Post 1 year
1
3
561
752
000
631
J 3
Post 10 year
10
11
971
755
000
3816
J 3
Post 100 year
100
24
943
731
000
14737
J 3
Post 100 year WC
100
34
566
728
000
19252
36
Post 1 year
1
3
517
752
000
608
36
Post 10 year
10
11
811
754
000
3770
16
Post 100 year
100
24
608
730
000
14540
J 6
Post 100 year WC
100
34
231
727
000
18969
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Subsection Master Network Summary
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3 /s)
(years)
(ac ft)
19
Post 1 year
1
0 598
751 000
174
J 9
Post 10 year
10
2 856
751 000
19 03
19
Post 100 year
100
6 347
727 000
7201
J 9
Post 100 year WC
100
7 928
726 000
7506
POA #2
Post 1 year
1
1968
735 000
633
POA #2
Post 10 year
10
7 909
733 000
54 87
POA #2
Post 100 year
100
15 787
732 000
10277
POA #2
Post 100 year WC
100
19 518
731 000
118 56
Post 1 year
1
0 106
728 000
1 14
Post 10 year
10
0 414
726 000
552
Post 100 year
100
0 875
726 000
1041
Post 100 year WC
100
0 875
726 000
1041
Post 1 year
1
0 156
753 000
0 88
Post 10 year
10
0 799
730 000
826
Post 100 year
100
1 857
729 000
1846
Post 100 year WC
100
1 857
729 000
1846
Post 1 year
1
2 490
902 000
3 14
Post 10 year
10
6 941
783 000
1107
Post 100 year
100
13 160
754 000
5035
Post 100 year WC
100
20 176
753 000
5221
Post 1 year
1
0 188
1440 000
0 20
Post 10 year
10
0 883
780 000
3 13
Post 100 year
100
2 531
728 000
26 76
Post 100 year WC
100
3 566
725 000
4171
Post 1 year
1
0 358
1 087 000
035
Post 10 year
10
1 717
752 000
12 53
Post 100 year
100
3 762
727 000
4611
Post 100 year WC
100
5 343
726 000
48 74
Post 1 year
1
0 030
752 000
016
Post 10 year
10
0 185
727 000
2 13
Post 100 year
100
0 453
725 000
523
Post 100 year WC
100
0 453
725 000
523
Post 1 year
1
0 112
734 000
078
Post 10 year
10
0 493
730 000
534
Post 100 year
100
1 090
729 000
10 97
Post 100 year WC
100
1 090
729 000
1097
Post 1 year
1
0 831
1081000
106
Post 10 year
10
4 259
732 000
3199
Post 100 year
100
8 403
752 000
4149
Post 100 year WC
100
10 661
752 000
4214
J 4
Post 1 year
1
1 830
732 000
546
J 4
Post 10 year
10
7 240
732 000
4805
J 4
Post 100 year
100
14 254
731 000
8806
J 4
Post 100 year WC
100
17 985
729 000
10332
Post 1 year
1
0 618
785 000
0 94
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Subsection Master Network Summary
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
10385
(N /A)
Event
Volume
(min)
(ft3 /s)
(years)
(ac ft)
(OUT)
post 1 year
Post 10 year
10
1 719
784 000
261
3 069
Post 100 year
100
3 320
731 000
2178
18910
Post 100 year WC
100
4 794
727 000
3566
Post 1 year
1
0 313
729 000
4
11
Post 10 year
10
0 910
729 000
1132
6 493
Post 100 year
100
1 708
728 000
1821
25650
Post 100 year WC
100
1 708
728 000
18
21
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac ft)
Maximum Maximum
Water Pond Storage
Surface (ac ft)
Elevation
(ft)
SWMF 2 (IN)
Post 1 year
1
4 772
721 000
10385
(N /A)
(N /A)
SWMF 2
(OUT)
post 1 year
1
2 490
902 000
3 14
36958
3 069
SWMF 2 (IN)
Post 10 year
10
10 414
721 000
18910
(N /A)
(N /A)
SWMF 2
(OUT)
Post 10 year
10
6 941
783 000
1107
371 18
6 493
SWMF 2 (IN)
Post 100 year
100
17 138
721 000
25650
(N /A)
(N /A)
SWMF 2
(OUT)
Post 100 year
100
13 160
754 000
5035
37242
9 242
SWMF 2 (IN)
`PNost 100 year
100
17 138
721 000
25650
(N /A)
(N /A)
SWMF 2
Post 100 year
(OUT)
WC
100
20 176
753 000
5221
37299
10 548
SWMF 8 (IN)
Post 1 year
1
0 679
722 000
1370
(N /A)
(N /A)
SWMF 8
(OUT)
post 1 year
1
0 188
1 440 000
020
35354
0 491
SWMF 8 (IN)
Post 10 year
10
1927
721 000
35 29
(N /A)
(N /A)
SWMF 8
(OUT)
Post 10 year
10
0 883
780 000
3 13
35513
1 092
SWMF 8 (IN)
Post 100 year
100
3 578
721 000
55 71
(N /A)
(N /A)
SWMF 8
(OUT)
Post 100 year
100
2 531
728 000
2676
35567
1 304
SWMF 8 (IN)
Post 100 year
WC
100
3 578
721 000
55 71
(N /A)
(N /A)
SWMF 8
Post 100 year
(OUT)
WC
100
3 566
725 000
4171
35594
1 411
SWMF 1 (IN)
Post 1 year
1
1 576
721 000
34 19
(N /A)
(N /A)
SWMF 1
(OUT)
Post 1 year
1
0 358
1 087 000
0 35
38238
1 228
SWMF 1 (IN)
Post 10 year
10
3 316
721 000
59 54
(N /A)
(N /A)
SWMF i
(OUT)
Post 10 year
10
1 717
752 000
12 53
38340
1 831
Bentley Systems Inc Haestad Methods Solution
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Page 4 of 5

Subsection Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3 /s)
Water
Pond Storage
(years)
(ac ft)
Surface
(ac ft)
Elevation
(ft)
SWMF 1 (IN)
Post 100 year
100
5 366
721 000
7927
(N /A)
(N /A)
SWMF 1
(OUT)
Post 100 year
100
3 762
727 000
4611
38397
2 177
SWMF 1 (IN)
Plvost 100 year
100
5 366
721 000
7927
(N /A)
(N /A)
SWMF 1
Post 100 year
(OUT)
WC
100
5 343
726 000
4874
38416
2 293
SWMF 3 (IN)
Post 1 year
1
3 079
721 000
6695
(N /A)
(N /A)
SWMF 3
(OUT)
post 1 year
1
0 831
1 081 000
106
36452
2 324
SWMF 3 (IN)
Post 10 year
10
6 597
721 000
11918
(N /A)
(N /A)
SWMF 3
(OUT)
Post 10 year
10
4 259
732 000
3199
36528
3 089
SWMF 3 (IN)
Post 100 year
100
10 765
721 000
160 12
(N /A)
(N /A)
SWMF 3
(OUT)
Post 100 year
100
8 403
752 000
4149
36677
4 639
SWMF 3 (IN)
Post 100 year
100
10 765
721 000
16012
(N /A)
(N /A)
SWMF 3
Post 100 year
(OUT)
WC
100
10 661
752 000
42 14
36699
4 869
SWMF 4 (IN)
Post 1 year
1
1 127
721 000
2441
(N /A)
(N /A)
SWMF 4
(OUT)
post 1 year
1
0 618
785 000
094
36139
0 685
SWMF 4 (IN)
Post 10 year
10
2 600
721 000
4773
(N /A)
(N /A)
SWMF 4
(OUT)
Post 10 year
10
1 719
784 000
2 61
36303
1 625
SWMF 4 (IN)
Post 100 year
100
4 391
721 000
6675
(N /A)
(N /A)
SWMF 4
(OUT)
Post 100 year
100
3 320
731 000
2178
36355
1936
SWMF 4 (IN)
Post 100 year
100
4 391
721 000
66 75
(N /A)
(N /A)
SWMF 4
Post 100 year
(OUT)
WC
100
4 794
727 000
3566
36384
2 114
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NEW HI-.LL PLACE
KRG 11000

NEW HILL PLACE WET POND B IHNATOLYA PE
KRG 11000 SWMFMI 12/7/2011
�ta�e �to�°a�e F'uetct'ote
Project Blame
New Hill Place
Designer
B Ihnatolya, PE
.bob Number
KRG 11000
Date
12/7/2011
Ks 20300
b= 1 118
_
Average
Incremental
Accumulated
Estimated
160000 1
Contour
Contour
Contour
Contour
Volume
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(CF)
38000
1
00 17 341
60000
�
40000
i-80­50
0 5
_
20 636
-18-9 89
_
9494
94_94
i 051
—482
�
2 0 23 704_
22170
_
33255
42749 �1
1 95
384 00T`"
46-
28 209 t
25957
t 51913
94662
— 396
f
386 00
-6'0
- +
31 645
—T9
29927
59854
__�
154516
t 614
Ks 20300
b= 1 118
Storage vs Stage
180000
160000 1
140000
y = 20300x118 �
C
120000
R =0999
i
100000
p
80000
rn
60000
�
40000
20000 --
00000000000
0
00 1 0
20 Stage (feed{ 0 50 60 70
Ks 20300
b= 1 118

NEW HILL PLACE WET POND B IHNAT®LYA PE
KRG 11000 SWMFffl 12/7/2011
=> Stage Storage Function
Ids = 20300
6= 1 118
Zo = 38000
1✓lev2tion Storage
Ifeet] (cfJ [acre feet
38_0 00 _ 0 0 000
4
38020 _ 3358 0 0_77
W 380 40 7288 0 16_7 ""11
38060 11468 0 261
380_80 15818 0 363
381 00 20300 0 466 �
381_20 _ -24890 0 571 -E
38140 —' 29571 0_6_79 —i
_381_6_0 34332 0788 I
381 80� 39164 p 0 899
�_
38200 44060 1 011
382 20
JL—L9015 1 125
38240 4--- 54022 1 240_
38260 59079 1 356
382 80 6418_3 � --1-4-73
3 0
380 -- 69329 1 592
38320 74517 1 711
38340 Y79742 1 831_
_3_83 60 _85005 1951
383 80 90301 2 073 jl
_38_4 00� 95631 2 195
384_20 I 100992 { 2 318_ �
38_4 40 1 106_384 2 442
38460 - 111805 _2 567
384 CO -� 117253 2692
385 00 122728 - -2 817
38520 —T-331356--+--3 128229 2 944 ,
--3-85-4-0-.l _071
39560 139306 1 3 198
385 80� 144880 3 326
386 00 tt 150477 3 454

Subsection Outlet Input Data
Label SWMF #1
Requested Pond Water Surface Elevations
Minimum (Headwater) 380 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 386 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser 1
Forward
Culvert 1
38300
38600
Orifice Circular
Orifice 1
Forward
Culvert 1
38000
38600
Culvert Circular
Culvert 1
Forward
TIN
37200
38600
Tailwater Settings
Tailwater
(N /A)
(N /A)
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Subsection Outlet Input Data
Label SWMF #1
Structure ID Riser 1
Structure Type Inlet Box
Number of Openings
1
Elevation
383 00 ft
Orifice Area
16 0 fta
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
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Subsection Outlet Input Data
Label SWMF #1
Structure ID Culvert 1
Structure Type Culvert Circular
Number of Barrels
1
Diameter
24 0 In
Length
140 00 ft
Length (Computed Barrel)
140 01 ft
Slope (Computed)
0 014 ft/ft
Outlet Control Data
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
T1 ratio (HW /D)
1 153
T2 ratio (HW /D)
1 300
Slope Correction Factor
0 500
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
T1 Elevation 374 31 ft TI Flow 15 55 ft3 /s
T2 Elevation 374 60 ft T2 Flow 17 77 ft3 /s
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Subsection Outlet Input Data
Label SWMF #1
Structure ID Orifice 1
Structure Type Orifice Circular
Number of Openings
1
Elevation
380 00 ft
Orifice Diameter
3 0 in
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0 01 ft
Tailwater Tolerance
(Maximum)
0 50 ft
Headwater Tolerance
(Minimum)
0 01 ft
Headwater Tolerance
(Maximum)
0 50 ft
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
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Subsection Composite Rating Curve
Label SWMF #1
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
38000
000
(N /A)
000
38020
005
(N /A)
000
38040
012
(N /A)
000
38060
016
(N /A)
000
38080
019
(N /A)
000
38100
022
(N /A)
000
38120
024
(N /A)
000
38140
027
(N /A)
000
38160
029
(N /A)
000
38180
030
(N /A)
000
38200
032
(N /A)
000
38220
034
(N /A)
000
38240
036
(N /A)
000
38260
037
(N /A)
000
38280
039
(N /A)
000
38300
040
(N /A)
000
38320
471
(N /A)
000
38340
1256
(N /A)
000
38360
2275
(N /A)
000
38380
3480
(N /A)
000
38400
4810
(N /A)
000
38420
4893
(N /A)
000
38440
4934
(N /A)
000
38460
4973
(N /A)
000
38480
5013
(N /A)
000
38500
5051
(N /A)
000
38520
5090
(N /A)
000
38540
5128
(N /A)
000
38560
5166
(N /A)
000
38580
5204
(N /A)
000
386001
52411
(N /A) 1
000
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c,ontriouting Structures
(no Q
Riser 1 Orifice 1 Culvert
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
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Subsection Composite Rating Curve
Label SWMF #1
Composite Outflow Summary
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Contributing Structures
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Riser
l Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Onflce
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Onfice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
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-YX (AOVST aas C
S IPHO14 CtoiiCvED
Subsection Outlet Input Data
Label SWMF #1 WC
Requested Pond Water Surface Elevations
Minimum (Headwater) 380 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 386 00 ft
Return Event 100 years
Storm Event 100 Year
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser 1
Forward
Culvert 1
383001
3860
Culvert Circular
Culvert 1
Forward
TW
I
372001
386 00
Tailwater Settings
Tailwater
(N /A)
(N /A)
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Subsection Outlet Input Data
Label SWMF #1 WC
Structure ID Riser 1
1
Structure Type Inlet Box
24 0 in
Number of Openings
1
Elevation
383 00 ft
Orifice Area
16 0 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
Structure ID Culvert 1
Structure Type Culvert Circular
Number of Barrels
1
Diameter
24 0 in
Length
140 00 ft
Length (Computed Barrel)
140 01 ft
Slope (Computed)
0 014 ft/ft
Outlet Control Data
1 153
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
T1 ratio (HW /D)
1 153
T2 ratio (HW /D)
1 300
Slope Correction Factor
0 500
Return Event 100 years
Storm Event 100 Year
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Subsection Outlet Input Data
Label SWMF #1 WC
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
Return Event 100 years
Storm Event 100 Year
T1 Elevation 374 31 ft Ti Flow 15 55 ft3 /s
T2 Elevation 374 60 ft T2 Flow 17 77 ft3 /s
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Subsection Outlet Input Data Return Event 100 years
Label SWMF #1 WC Storm Event 100 Year
Structure ID TW
Structure Type TW Setup DS Channel
Tallwater Type Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tallwater Tolerance
(Minimum)
0 01 ft
Tallwater Tolerance
(Maximum)
0 50 ft
Headwater Tolerance
(Minimum)
0 01 ft
Headwater Tolerance
0 50 ft
(Maximum)
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
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Subsection Composite Rating Curve
Label SWMF #1 WC
Composite Outflow Summary
Return Event 100 years
Storm Event 100 Year
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
38000
000
(N /A)
000
38020
000
(N /A)
000
38040
000
(N /A)
000
38060
000
(N /A)
000
38080
000
(N /A)
000
38100
000
(N /A)
000
38120
000
(N /A)
000
38140
000
(N /A)
000
38160
000
(N /A)
000
38180
000
(N /A)
000
38200
000
(N /A)
000
38220
000
(N /A)
000
38240
000
(N /A)
000
38260
000
(N /A)
000
38280
000
(N /A)
000
38300
000
(N /A)
000
38320
429
(N /A)
000
38340
12 15
(N /A)
000
38360
2230
(N /A)
000
38380
3434
(N /A)
000
38400
4800
(N /A)
000
38420
4893
(N /A)
000
38440
4934
(N /A)
000
38460
4973
(N /A)
000
38480
5013
(N /A)
000
38500
5051
(N /A)
000
38520
5090
(N /A)
000
38540
5128
(N /A)
000
38560
5166
(N /A)
000
38580
5204
(N /A)
000
386001
52411
(N /A)
000
wrnriuuuny JLruiizwres
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
i Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V8i
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1/5/2012 27 Siemon Company Drive Suite 200 W Page 17 of 63
Watertown CT 06795 USA 1 203 755 1666

Subsection Composite Rating Curve
Label SWMF #1 WC
Composite Outflow Summary
Return Event 100 years
Storm Event 100 Year
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V81
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1/5/2012 27 Siemon Company Drive Suite 200 W Page 12 of 63
Watertown CT 06795 USA 1 203 755 1666
Contributing Structures
(no Q
Riser 1 Culvert
1)
(no Q
Riser 1 Culvert
1)
(no Q
Riser 1 Culvert
1)
(no Q
Riser 1 Culvert
1)
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Return Event 100 years
Storm Event 100 Year
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V81
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NEW HILL PLACE SWMF #I -W T DETENTION POND B IHNATOLYA PE
KRG 11000 Above NWSE 12/7/2011
KS= 20300
b = 1 118
Storage vs Stage
Average
Incremental
Accumulated
Estimated
160000
r
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fan
(feet)
(feet)
(SF)
(SF)
(CF)
(a)
(feet)
38000
000
17 341
60000
40000
_380 50
_ 0 50 u i�
20 6_36
__
- -18989 _ �
_
_ —949,i------94-94
9494 --
- -- 9494 _ _
-
382 00
2 00
23 704 l
22170
-j-3-2-55-
33255
42749
1_95 V
38400
4 00
28_209 -`
25957 Y
51913
94662_3
96
386 00
600
31 645
29927
59854
154516 —
6 14
KS= 20300
b = 1 118
Storage vs Stage
180000
160000
r
140000
20300x' 18 t
Y = �
RZ =0999
C
120000
v
100000
80000
I
(A
60000
40000
20000
I
0
000
1 00 200 300 400 500 600 700
Stage (feet)
KS= 20300
b = 1 118

NEW HILL PLACE
KR.G 11000
SWMF #1 WET DETENTION ION POND B IHNATOLYA PE
Below NWSE Main Pool 12/7/2011
STAGE STORAGE FUNCTION MAIN POOL
Ks = 1520
b = 1 641
Storage vs Stage
Average
incremental
Accumulated
Estimated
45000
i
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
37200
000
2 135
15000
k
I
10000
37400
2 00 _
_
3 661
2598
5796
57_9633 w
___
2 26
376 00
400
5 476
45
_69 4
9137_
_ _ 149
4 02
37800
600
7 699
6588
13175
28108
— 5 92M�
37_9 50
m 7 50_
9930
8815
13_22
4133 0
748
38000
800
12 331 _
J 11131
_2
_ 5565
46895
8 08�
Ks = 1520
b = 1 641
Storage vs Stage
50000
_., w
45000
i
40000
y = 1 520 x' 641
R2 = 0 998
35000
V
30000
25000
I
o
20000
i
y
15000
k
I
10000
5000
0
I
000 200 400 600 800 1000
Stage (feet)
Ks = 1520
b = 1 641

NEW HILL PLACE SWMF NI -WE'D' DETE NTION POND B IHNATOLYA PE
RRG 11000 Below 1+IWSE For ebay 12/7/2011
STAGE STORAGE FUNCTION NORTH FORESAY
Storage va Stage
14000 _ _ --- — _ _ _ -- —_ _ _ _ --- -1
12000 y = 485 9x' 804 I
10000 R2 = 0 999 j
8000
6000 � )
4000
2000
0
000 1 00 200 300 400 500 600 700
Stage (feet)
KS = 4859
6 = 1 804
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fun
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
37400
000
340
��
37600
2_00_
_
1 381R�
_ 861
_
1721
__
1721
m 2 02
378 00
�37950
4 00 A
2 62423
00
__ 4005 Y
5726
3 93—
W y
550
3 725
3175
__..
4762 ___10488Y__.�__
5 49 --
380 00
600
5 010
4368
2184 _
12672
6 10—
Storage va Stage
14000 _ _ --- — _ _ _ -- —_ _ _ _ --- -1
12000 y = 485 9x' 804 I
10000 R2 = 0 999 j
8000
6000 � )
4000
2000
0
000 1 00 200 300 400 500 600 700
Stage (feet)
KS = 4859
6 = 1 804

NEW HILL PLACE CWMF#1 W ET DETENTION POND B IHNAT'OLYA PE
KING 11000 Summary 12/7/2011
1 TOTAL VOLUME OF FACILITY
Volume of Main Pool =
Volume of Forebay =
Total Volume Below NWSE =
46 895 cf
12 672 cf
59 567 cf
137 acre ft
Total Volume Above NWSE = 154 516 cf
355 acre ft
Total Volume of Facility = 214 083 cf
491 acre ft
11 FORrEBAY PERCENTAGE OF PERMANENT POOL VOLUME
Per NCDWQ design guidelines the forebay volume should equal approximotely
20Y of the total permanent pool volume
Total Volume Below NWSE = 59 567 cf
Volume of Forebay = 12 672 cf
/ Forebay = 21 3%
II/ AVERAGE DEPTH OF POND
Total Volume Below NWSE = 59 567 cf
Surface Area at NWSE = 17 341 sf
Average Depth = 344 ft

NEW HILL PLACE SWMF41 -WET DETENTION POND B IHNA.TOLVA PE
KRG 1 1000 Sui face Ai ea Calculation 12/8/2011
[WET &TEINTION BASIN SUMMARY
From Stormwater Rest Management Practices Manual NCDENR Division of Water Quality October 2007
Eater the drainage area characteristics = =>
Total drainage area to pond = 1005 acres
Total impervious area to pond = 749 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond not/usi the impervious
surface from on site development
Drainage area = 1005 acres @ 745% impervious
Estimate the surface area required at pond normal pool elevation = =>
Wet Detention Basins are based on an minimum average depth of = 344 feet (Calculated)
From the DWQ BMP Handbook (1012007) the required SA /DA ratio for 90% TSS Removal = =>
30
344
35
Lower Boundary => 700 40
37
Site / impervious => 745 4 23
392
39
Upper Boundary => 800 45
41
Therefore SA /DA required =
3.92
Surface area required at normal pool =
17 172
ft
=
0 39
acres
Surface area provided at normal pool =
17 341
ftz

NEW HILL PLACE WAFER QUALITY VOLUME CALCULATIONS
KRG 11000 SWMF#1m1 "WQVOL
_> Detertnuiatlott of 11'4ter Quallo� Volume (I Rainfall Depth)
Proposed Conditions = =>
WQ v = (P) (R v) (A) /12
where
Input data
WQv = water quality volume (in aci a ft)
Rv = 0 05 +0 009(1) whet e I is pei cent impervious cover
A = area in acres
P = rainfall (in inches)
Total area A =
1005
aci es
=
437 778
sf
Impervious area =
749
acres
=
326 264
sf
Percent impervious coves I =
745
%
Rainfall P =
10
inches
Calculated values
Rv = 072
WQv = 0 604 acre ft
26 294 cf
=> Avsoctated Depth above Wet Pond Permanent Pool
Ks=
20300
b=
1 118
V =
26294
Normal Pool Elevation =
-)8000 feet
WQElevattou
,8126 feet
I3 IHNATOLVA PE
12/8/2011

NEW DILL PLACE WQ VOLUME
KRG 11000
SIP1401V DESIGN
D orifice =
3 inch
# orifices =
1
ks =
20300
b =
1 118
Cd siphon =
060
Top of Riser Elevation =
38300 feet
Normal Pool Elevation =
38000 feet
WQ Volume =
69329 cf
Temporary Pool W S Elev =
38300 feet
Using the average head over the orifice (assuming average head is
one third the total depth) the result would be
Average driving head on orifice = 1000 feet
®rnice composite loss coefficient = 0 600
Ci oss sectional area of 0 75 orifice = 0 049 sf
Q = 0 2364 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 3 39 days
C®nclusion Use 1 3 0 Diameter PVC inverted siphon to drawdown the accumulated volume
from the 1 storm runoff with a required time of about 3 39 days
19 IIIIa1ATOLYA PE
12/8/2011

New Hill Place — SWMF #1
Project # IRG -I1 000
VELOCITY DISSIPATOR DESIGN
Demgned By B Ihnat0➢ya.
Vel®cib Dlssipatoi► — SWMF #1
NRCD Laud Quality Section
Pepe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow m a
pipe assuming the Mannings roughness number is
constant over the entire length of the pipe
flow Q in cfs 12 51 Flow depth (ft) = 0 96
slope S in % 143 Outlet velocity (fps) = 8 444
pipe diameter D in in 24
Manning number n 0 013
NRCD Land Quality Section
NYDOT Dessepator Design Results
Pipe diameter (ft)
200
Outlet velocity (fps) 8 44
Apron length (ft)
1200
AVG DIAM STONE
THICKNESS
(inches) CLASS
(inches)
3 A
9
»6 B
22«
13 B or 1
22
23 2
27
Width Calculatz®n
WIDTH = La +Igo
WIDTH = 12 00 + 2 00
WIDTH = 14 0 FEET
CONCLUSION
Use 8" DIA NCDOT Class W Rap Rap
I21IJ x 14'W x 22" ThEek

ABE VOLUME CALCULATORS PYRAMIDLONG
Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all know n values in the form below and pt ess the "CALCULATE ' button
3
ny''
�a':�.'eF�' _..,t�",���`.' iii `J:3i��:�i�"�:ffi�!Frs.�it.�. s: fi�TisA( �JiY+ tlE'-' ��"- i:. f�: �v. n��LMYis..} ti.+( �•: rra! f�i..+ thc�" w. 4�€. iiYr .'a= �i+�3�c.'»�i?Jik�tY':sa'
.' 1��a�t' sisr' �3t� '3,�''',i�3"�.�i`��Y.!��++ Yes' ����a r�' iSti, �` �l l` n�1�13( �` �l'':•, 4[ f' �! �h- fiil��r�%i= liiit�:.it"+d�C'.'_ F.: .�."..
�t�IDTF12 LENG rH2 HEIGHT
VhIDTHI(Wl) LENGfHI(Ll) (W2) 1 (L1)) (11) VOLUME
17 III Ili Ili 112 —1138
e answer th 'it you 11can cops tot other use
CALCULATE 11 RESET
SLLEC r ANOTHLR S}IAPE
Go to Unit Com ei ston Pale
38
http / /www abe msstate edu/—fto /tools /vol /pyramidlong html 12/8/2011

NEW HILL PLACE SWMF 91 B IHNATOLNA PE
KRG 11000 12/8/2011
Input Data =>
Square Rlger/Barrel Anti - Flotation Calculation Sheet
Inside length of riser =
400 feet
Inside width of riser =
400 feet
Wall thickness of riser =
600 inches
Base thickness of riser =
800 inches
Base length of i iser =
5 00 feet
Base width of riser =
500 feet
Inside height of Riser =
11 00 feet
Concrete unit weight =
1420 PCF
OD of barrel exiting manhole =
31 50 inches
Size of di ain pipe (if present) =
80 inches
Number of detention orifices (if pi esent) =
0
Ai ea of detention orifice (if pi esent) =
0 000 SQFT
Trash Rack water displacement =
3800 CF
Concrete Present m Riser Structure =>
Total amount of cornci ete
Base of Riser = 16 667 CF
Riser Walls = 99 000 CF
Adjust for openings
Opening for banel = 2 706 CF
Opening for drain pipe = 0 175 CF
Opening for detention orifice = 0 000 CF
Note NC Products lists unit wt of
manhole concrete dt 142 PCF
I
Total Concrete present adjusted foi openings = 112 786 CF
Weight of concrete present = 16016 lbs
Amount of ivater displaced by Riser Structure =_>
Displacement by concrete = 112 786 CF
Displacement by open air in rises = 176 000 CF
Displacement by trash lack = 38 000 CF
Total water displaced by riseribarrel structure = 326 786 CF
Weight of water displaced = 20391 lbs

NEW DILL PLACE SWMF #1 B IHNATOLYA PE
KRG 11000 12/8/2011
Calculate amount of concrete to be added to riser =>
Safety factor to use = 1 25 (recommend 1 2) or hither)
Must add = 9474 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above obsei nation for NCP concrete)
Buoyant weight of this concrete = 7960 PCF
Buoyant with safety factor applied = 6368 PCF
Thei efore roust add = 148 770 CF of coact ete
Standard base described above = 16 667 CF of concrete
Therefore base design must have = 165 437 CF of concrete
Calculate size of base for riser assembly = =>
Length = 8 000 feet
Width = 8 000 feet
Thickness = 32 0 inches
Concrete Present = 170 667 CF OK
Check validity of base as designed = =>
Total Watei Displaced =
480 786 CF
Total Concrete Present =
266 786 CF
Total Water Displaced =
30001 lbs
Total Concrete Present =
37884 lbs
Actualsafetyfactoi =
126 OK
Results of design = =>
Base length =
S 00 feet
Fuse width =
8 00 feet
teaseThickness =
32 00 inches
CY of concrete total in base =
632 CY
Concrete unit weight in added base >=
142 Pcr

Permit No
(to be provided by DWQ)
N ti °F WAT�r9
_ � O
NC®ENt
O 't
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 ill) must be printed filled out and submitted along with all of the required information
I PROJECT INFORMATION
380 00 fmsl
Project name
not applicable fmsl
New Hill Place
Contact person
Jeremy Finch PE
Phone number
372 00 fmsl
919 361 5000
Date
Data not needed for calculation option #1 but OK if provided
12/9/2011
Drainage area number
Y (Y or N)
SWMF #1 (drains to POA #1)
II DESIGN INFORMATION
OK
Site Characteristics
Drainage area
437 778 ft2
Impervious area post development
326 264 ftz
/ impervious
7453 /
Design rainfall depth
10 in
Storage Volume Non SA Waters
Minimum volume required
Volume provided
Storage Volume SA Waters
5 runoff volume
Pre development 1 yr 24 hr runoff
Post development 1 yr 24 hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the 1 yr 24hr storm peak flow required?
1 yr 24 hr rainfall depth
Rational C pre - development
Rational C post - development
Rainfall Intensity 1 yr 24 hr storm
Pre development 1 yr 24 hr peak flow
Post development 1 yr 24 hr peak flow
Pre /Post 1 yr 24 hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx at the perm pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout top elevation (bottom of pond)
Sediment cleanout bottom elevation
Sediment storage provided
Is there additional volume stored above the state required temp pool?
Elevation of the top of the additional volume
26 294 ft3 OK
69329, ft3
OK volume provided is equal to or in excess of volume required
not applicable ft3
ft3
ft3
ft3
ft3
Y (Y or N)
29 in
no pre to pond (unitless)
Pond CN 90 (unitless)
n/a (using CN) m1hr OK
8 30 ft3
/sec
8 20 ft3/sec
010 ft3 /sec
383 00 fmsl
380 00 fmsl
not applicable fmsl
38050 fmsl
37950 fmsl
Data not needed for calculation option #1 but OK If provided
372 00 fmsl
37100 fmsl
Data not needed for calculation option #1 but OK if provided
100 ft
Y (Y or N)
383 0 fmsl
OK
Form SW401 Wet Date tion Bas n Re 8- 9/17/09 Parts I & 11 Design Summary Page 1 of 2

II DESIGN INFORMATION
Surface Areas
4rea temporary pool
25 956 ft2
Area REQUIRED permanent pool
17172 ft2
SA/DA ratio
392 (unitless)
Area PROVIDED permanent pool AP M -PWi
17 341 ft'
Area bottom of 1 Oft vegetated shelf Ab t h if
13 655 ft'
Area sediment cleanout top elevation (bottom of pond) Abot -ond
2 898 ft'
Volumes
OK
Volume temporary pool
89 329 ft3
Volume permanent pool VP,,,„ -P.,
59 567 ft3
Volume forebay (sum of forebays if more than one forebay)
12 672 ft3
Forebay / of permanent pool volume
213/ /
SAIDA Table Data
Design TSS removal
90 /
Coastal SA/DA Table Used? N
(Y or N)
Mountain /Piedmont SA/DA Table Used? Y
(Y or N)
SA/DA ratio
392 (unitless)
Average depth (used in SAIDA table)
Calculation option 1 used9 (See Figure 10 2b) Y
(Y or N)
Volume permanent pool VP Mme,
59 567 ft'
Area provided permanent pool AP.._P0.1
17 341 ft'
Average depth calculated
344 ft
Average depth used in SA/DA d. (Round to nearest 0 5ft)
34 ft
Calculation option 2 used? (See Figure 10 2b) N
(Y or N)
Area provided permanent pool AP,.-P of
17 341 ft'
Area bottom of 1 Oft vegetated shelf Ab t h if
13 655 ftz
Area sediment cleanout top elevation (bottom of pond) AbO,.d
2 898 ft2
Depth (distance b/w bottom of 10ft shelf and top of sediment)
750 ft
Average depth calculated
ft
Average depth used in SA/DA d (Round to nearest 0 5ft)
ft
Drawdown Calculations
Drawdown through onfice?
Diameter of onfice (if circular)
Area of orifice (if non circular)
Coefficient of discharge (Co)
Driving head (H )
Drawdown through weir?
Weir type
Coefficient of discharge (C )
Length of weir (L)
Driving head (H)
Pre development 1 yr 24 hr peak flow
Post development 1 yr 24 hr peak flow
Storage volume discharge rate (through discharge onfice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & onfice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
rain mechanism for maintenance or emergencies is
Y (Y or N)
300 in
in
060 (unitless)
100 ft
N (Y or N)
not applicable (unitless)
not applicable (unitless)
not applicable ft
not applicable ft
8 30 ft3 /sec
8 20 ft3 /sec
0 24 ft3 /sec
3 39 days
OK
OK
OK
OK
OK
OK draws down in 2 5 days
Permit No
(to be provided by DWQ)
3 1
OK
10 1
OK
100 ft
OK
3 1
Insufficient flow path to width ratio Must not short circuit pond
29 1
OK
Y (Y or N)
OK
18 ft
OK
N (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
8 inch diameter plug valve
Form SW401 Wet Detent on Basin Rev 8 9/17/09 Parts I & 11 Des gn S mmary P ge 2 of 2

FI.
NEW HILL PLACE
KRG 11000

NEW HILL PLACE WETLAND B IHNATOLYA PE
KRG 11000 SWMF #2 12/7/2011
Stal=e Storage Function
Project Name
New Hill Place
Designer
B Ihnatolya, PE
Job Number
KRG 11000
Date
12/7/2011
Ks = 81554
b = 1075
Storage vs Stage
Average
Incremental
Accumulated
Estimated
500000
s
Contour
Contour
Contour
Contour
Volume
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(CF)
368 00 0 0 � 82 428_ _
—17 -_ °
N
°gym
w
370 00 �
—2-60
m 89 87_0 T-
86149
.,.,.,�. - __ �-_-
172298
Y
172298
! 2 Ol
372 00
�4 0
509 I
187379 _ (
359_677
37400
60
_97
105 366 1
_93690_
101438
202875 t
A 562552
603
W
���
Ks = 81554
b = 1075
Storage vs Stage
600000
500000
s
y = 81554x' 075 I
400000
R =0999
v
300000
`o
N
200000
f
100000
I
0
i-
00
10 20 S%e(feeg0 50 60 70
Ks = 81554
b = 1075

NEW HILL PLACE WETLAND B MATOLVA PE
KRG 11000 SWMF #Z 12/7/2011
_> Stage
Storage Function
Ids =
81554
6 =
1 075
Zo =
)68 00
Elevation
Storage
lfeetl
lcfJ (acre feet]
36800
0 00 000
20
_
14456 0 332_
_36_9
369 40
30_455 0 699
365 60—
K Y1 081
368 SO
_47093
_64160 1 473
36900
81554 I _1 8_72
3_69 20
99212 2 278
36940
369_66—
117094
135168_
2 6688
369 SO
3103
3 522_
I 153413
_ 37_0 00
171812
; 3944
37020
37040
19_0349_
209013
4 370
. 370 60 —f
370 80
—22 7794���
246684
4 798��
5 229 f
5 663 i
37100
265675
6 099
371 20
28476_2 -.#
6 537--1
_37140
303938 _
f 6 977
37i-6 0
3_23199 7—
7 420
371 80
342541 —
7 864
37200
3_72 10--
3_61959
381451
_S 309
T— 8 757
37240
4010_12_ 1
9_206
372 60
372 SO
37300
420639
440331
W460085
9_657
10109
10_562
373 20
45
7989
_
A I 1 017
37340
3 73 60
u 499768
11 473
_
373 CO
519694
— 539673 '
11 431
12 389
3-74-06—
559703
12 549

Subsection Outlet Input Data
Label SWMF #2
KRG11000 ppc
1/5/2012
Requested Pond Water Surface Elevations
Minimum (Headwater) 368 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 374 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser 1
Forward
Culvert 1
37150
37400
Orifice Area
Orifice 2
Forward
Culvert 1
36900
37400
Culvert Circular
Culvert 1
Forward
TW
36400
37400
Orifice Circular
Orifice 1
Forward
TW
36800
37400
Orifice Area
Orifice 3
Forward
TW
37000
37400
Tailwater Settings
I Tailwater I
I (N /A)
(N /A)
Bentley Systems Inc Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown CT 06795 USA [phone]
Bentley PondPack V8i
[08 11 01 511
Page 1 of 15

Subsection Outlet Input Data
Label SWMF #2
Structure ID Riser 1
Structure Type Inlet Box
Number of Openings
1
Elevation
37150 ft
Orifice Area
16 0 ft2
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V8i
KRG11000 ppc Center [08 11 01 51]
1/5/2012 27 Siemon Company Drive Suite 200 W Page 2 of 15
Watertown CT 06795 USA [phone]

Subsection Outlet Input Data
Label SWMF #2
Structure ID Culvert 1
Structure Type Culvert Circular
Number of Barrels
1
Diameter
24 0 in
Length
72 00 ft
Length (Computed Barrel)
72 44 ft
Slope (Computed)
0 ill ft/ft
Outlet Control Data
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
Tl ratio (HW /D)
1 105
T2 ratio (HW /D)
1 251
Slope Correction Factor
0 500
Use unsubmerged inlet control 0 equation below T1
elevation
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control
interpolate between flows at T1 & T2
Ti Elevation 366 21 ft Ti Flow 15 55 ft3 /s
T2 Elevation 366 50 ft T2 Flow 17 77 ft3 /s
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V8i
KRG11000 ppc Center [08 11 01 51]
1/5/2012 27 Siemon Company Drive Suite 200 W Page 3 of 15
Watertown CT 06795 USA 1 203 755 1666

Subsection Outlet Input Data
Label SWMF #2
Structure ID Orifice 1
Structure Type Orifice Circular
Number of Openings
1
Elevation
368 00 ft
Orifice Diameter
4 0 in
Orifice Coefficient
0 600
Structure ID Orifice 2
Structure Type Orifice Area
Number of Openings
i
Elevation
369 00 ft
Orifice Area
0 7 ftz
Top Elevation
369 40 ft
Datum Elevation
369 00 ft
Orifice Coefficient
0 600
Structure ID Orifice 3
Structure Type Orifice Area
Number of Openings
1
Elevation
370 00 ft
Orifice Area
10 ftz
Top Elevation
370 50 ft
Datum Elevation
370 00 ft
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0 01 ft
Tailwater Tolerance
(Maximum)
0 50 ft
Headwater Tolerance
(Minimum)
0 01 ft
Headwater Tolerance
(Maximum)
0 50 ft
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V8i
KRG11000 ppc Center [08 11 01 51]
115/2012 27 Siemon Company Drive Suite 200 W Page 4 of 15
Watertown CT 06795 USA [phone]

Subsection Composite Rating Curve
Label SWMF #2
Composite Outflow Summary
Water Surface Flow Tallwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
36800
000
(N /A)
000
36820
007
(N /A)
000
36840
020
(N /A)
000
36860
028
(N /A)
000
36880
033
(N /A)
000
36900
038
(N /A)
000
36920
153
(N /A)
000
36940
266
(N /A)
000
36960
3 19
(N /A)
000
36980
364
(N /A)
000
37000
404
(N /A)
000
37020
576
(N /A)
000
37040
745
(N /A)
000
37060
877
(N /A)
000
37080
964
(N /A)
000
37100
1042
(N /A)
000
37120
1114
(N /A)
000
37140
1182
(N /A)
000
37150
1214
(N /A)
000
37160
1397
(N /A)
000
37180
2094
(N /A)
000
37200
3060
(N /A)
000
37220
4149
(N /A)
000
37240
5026
(N /A)
000
37260
5140
(N /A)
000
37280
5229
(N /A)
000
37300
53 16
(N /A)
000
37320
5401
(N /A)
000
37340
5485
(N /A)
000
37360
5567
(N /A)
000
37380
5648
(N /A)
000
374001
57281
(N /A) 1
0001
L.ontnnuting Structures
(no Q Riser 1 Orifice
2 Culvert
1Orifice
1Orifice 3)
Orifice
1 (no Q Riser
1 Orifice
2 Culvert
1 Orifice 3)
Orifice
1 (no Q Riser
1 Orifice
2 Culvert
1 Orifice 3)
Orifice
1 (no Q Riser
1 Orifice
2 Culvert
1 Orifice 3)
Orifice
1 (no Q Riser
1 Orifice
2 Culvert
1 Orifice 3)
Orifice
1 (no Q Riser
1 Orifice
2 Culvert
1 Orifice 3)
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Subsection Composite Rating Curve
Label SWMF #2
Composite Outflow Summary
Contributing Structures
Orifice 2 Culvert 1 Orifice
1 (no
Q Riser I Orifice 3)
Orifice 2 Culvert 1 Orifice
1 (no
Q Riser 1 Orifice 3)
Orifice 2 Culvert 1 Orifice
1 (no
Q Riser 1 Orifice 3)
Orifice 2 Culvert 1 Orifice
1 (no
Q Riser 1 Orifice 3)
Orifice 2 Culvert 1 Orifice
1 (no
Q Riser 1 Orifice 3)
Orifice 2 Culvert 1 Orifice
1 Orifice
3 (no Q Riser 1)
Orifice 2 Culvert 1 Orifice
1 Orifice
3 (no Q Riser 1)
Orifice 2 Culvert 1 Orifice
1 Orifice
3 (no Q Riser 1)
Orifice 2 Culvert 1 Orifice
1 Orifice
3 (no Q Riser 1)
Orifice 2 Culvert 1 Orifice
1 Orifice
3 (no Q Riser 1)
Orifice 2 Culvert 1 Orifice
1 Orifice
3 (no Q Riser 1)
Orifice 2 Culvert 1 Orifice
1 Orifice
3 (no Q Riser 1)
Orifice 2 Culvert 1 Orifice
1 Orifice
3 (no Q Riser 1)
Riser 1 Orifice 2 Culvert
1 Orifice
1Orifice 3
Riser l Orifice 2 Culvert
1 Orifice
IOrifice 3
Riser 1 Orifice 2 Culvert
1 Orifice
IOrifice 3
Riser 1 Orifice 2 Culvert
1 Orifice
IOrifice 3
Riser 1 Orifice 2 Culvert
1 Orifice
1Orifiice 3
Riser 1 Culvert 1 Orifice
1 Orifice
3 (no Q Orifice 2)
Riser 1 Culvert 1 Orifice
1 Orifice
3 (no Q Orifice 2)
Riser 1 Culvert 1 Orifice
1 Orifice
3 (no Q Orifice 2)
Riser 1 Culvert 1 Orifice
1 Orifice
3 (no Q Orifice 2)
Riser 1 Culvert 1 Orifice
1 Orifice
3 (no Q Orifice 2)
Riser 1 Culvert 1 Orifice
1 Orifice
3 (no Q Orifice 2)
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Subsection Composite Rating Curve
Label SWMF #2
Composite Outflow Summary
Contributing Structures
Riser 1 Culvert 1 Orifice 1 Orifice
3 (no Q Orifice 2)
Riser 1 Culvert 1 Orifice 1 Orifice
3 (no Q Orifice 2)
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r1�
v-SCO � �E
Subsection Outlet Input Data Return Event 100 years
Label SWMF #2 WC Storm Event 100 Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 368 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 374 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
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Inlet Box
Riser 1
Forward
Culvert 1
37150
37400
Orifice Area
Orifice 2
Forward
Culvert 1
36900
37400
Culvert Circular
Culvert 1
Forward
TW
36400
37400
Orifice Area
Orifice 3
Forward
TW
37000
37400
Tailwater Settings
Tailwater
(N /A)
(N /A)
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Subsection Outlet Input Data
Label SWMF #2 WC
Structure ID Riser 1
Structure Type Inlet Box
Number of Openings
1
Elevation
37150 ft
Orifice Area
16 0 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
Return Event 100 years
Storm Event 100 Year
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Subsection Outlet Input Data
Label SWMF #2 WC
Structure ID Culvert 1
0 013
Structure Type Culvert Circular
0 500
Number of Barrels
1
Diameter
24 0 In
Length
72 00 ft
Length (Computed Barrel)
72 44 ft
Slope (Computed)
0 111 ft/ft
Outlet Control Data
Form 1
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
Tl ratio (HW /D)
1 105
T2 ratio (HW /D)
1 251
Slope Correction Factor
0 500
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
Return Event 100 years
Storm Event 100 Year
Tl Elevation 366 21 ft Tl Flow 15 55 ft3 /s
T2 Elevation 366 50 ft T2 Flow 17 77 ft3 /s
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Subsection Outlet Input Data Return Event 100 years
Label SWMF #2 WC Storm Event 100 Year
Structure ID Orifice 2
Structure Type Orifice Area
Number of Openings
1
Elevation
369 00 ft
Orifice Area
0 7 ft2
Top Elevation
369 40 ft
Datum Elevation
369 00 ft
Orifice Coefficient
0 600
Structure ID Orifice 3
Structure Type Orifice Area
Number of Openings
1
Elevation
370 00 ft
Orifice Area
10 ftz
Top Elevation
370 50 ft
Datum Elevation
370 00 ft
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0 01 ft
Tailwater Tolerance
(Maximum)
0 50 ft
Headwater Tolerance
(Minimum)
0 01 ft
Headwater Tolerance
(Maximum)
0 50 ft
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
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Subsection Composite Rating Curve
Label SWMF #2 WC
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
Return Event 100 years
Storm Event 100 Year
Tailwater Elevation Convergence Error
(ft) (ft)
36800
000
(N /A)
000
36820
000
(N /A)
000
36840
000
(N /A)
000
36860
000
(N /A)
000
36880
000
(N /A)
000
36900
000
(N /A)
000
36920
1 10
(N /A)
000
36940
220
(N /A)
000
36960
268
(N /A)
000
36980
310
(N /A)
000
37000
347
(N /A)
000
37020
5 16
(N /A)
000
37040
682
(N /A)
000
37060
811
(N /A)
000
37080
896
(N /A)
000
37100
971
(N /A)
000
37120
1041
(N /A)
000
37140
1106
(N /A)
000
37150
1138
(N /A)
000
37160
13 19
(N /A)
000
37180
2014
(N /A)
000
37200
2978
(N /A)
000
37220
4064
(N /A)
000
37240
4939
(N /A)
000
37260
5052
(N /A)
000
37280
5139
(N /A)
000
37300
5224
(N /A)
000
37320
5307
(N /A)
000
37340
5389
(N /A)
000
37360
5469
(N /A)
000
37380
5549
(N /A)
000
374001
56261
(N /A) 1
000
structures
(no Q Riser
1 Orifice
2 Culvert
1Orifice 3)
(no Q Riser
1 Orifice
2 Culvert
1Orifice 3)
(no Q Riser
1 Orifice
2 Culvert
1Orifice 3)
(no Q Riser
1 Orifice
2 Culvert
1Orifice 3)
(no Q Riser
1 Orifice
2 Culvert
IOrifice 3)
(no Q Riser
1 Orifice
2 Culvert
IOrifice 3)
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Subsection Composite Rating Curve Return Event 100 years
Label SWMF #2 WC Storm Event 100 Year
Composite Outflow Summary
Contributing Structures
Orifice 2 Culvert 1 (no Q Riser
1Orifice 3)
Orifice 2 Culvert 1 (no Q Riser
1Orifice 3)
Orifice 2 Culvert 1 (no Q Riser
IOrifice 3)
Orifice 2 Culvert 1 (no Q Riser
IOrifice 3)
Orifice 2 Culvert 1 (no Q Riser
IOrifice 3)
Orifice 2 Culvert 1 Orifice 3 (no
Q Riser 1)
Orifice 2 Culvert 1 Orifice 3 (no
Q Riser 1)
Orifice 2 Culvert 1 Orifice 3 (no
Q Riser 1)
Orifice 2 Culvert 1 Orifice 3 (no
Q Riser 1)
Orifice 2 Culvert 1 Orifice 3 (no
Q Riser 1)
Orifice 2 Culvert 1 Orifice 3 (no
Q Riser 1)
Orifice 2 Culvert 1 Orifice 3 (no
Q Riser 1)
Orifice 2 Culvert 1 Orifice 3 (no
Q Riser 1)
Riser 1 Orifice 2 Culvert 1 Orifice
3
Riser 1 Orifice 2 Culvert 1 Orifice
3
Riser 1 Orifice 2 Culvert 1 Orifice
3
Riser 1 Orifice 2 Culvert 1 Orifice
3
Riser 1 Orifice 2 Culvert 1 Orifice
3
Riser 1 Culvert 1 Orifice 3 (no Q
Orifice 2)
Riser 1 Culvert 1 Orifice 3 (no Q
Orifice 2)
Riser 1 Culvert 1 Orifice 3 (no Q
Orifice 2)
Riser 1 Culvert 1 Orifice 3 (no Q
Orifice 2)
Riser 1 Culvert 1 Orifice 3 (no Q
Orifice 2)
Riser 1 Culvert 1 Orifice 3 (no Q
Orifice 2)
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Subsection Composite Rating Curve
Label SWMF #2 WC
Composite Outflow Summary
Contributing Structures
Riser 1 Culvert 1 Orifice 3 (no Q
Orifice 2)
Riser 1 Culvert 1 Orifice 3 (no Q
Orifice 2)
Return Event 100 years
Storm Event 100 Year
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NEW HILL PLACE STORMWE TER WETLAND
KRG 11000 SIZING CALCULATIONS e SWMF62
—^-> Detcrttuaration of floater Quality t oltcarre 0CU= )
WQ v = (P) (R v)(A) /12
whet e
WQv = water quality volume (in acre ft)
Rv= 0 05 +0 009(I) where I is pea cent impervious cover
A = area in acres
P = rainfall (m inches)
Input data
Total area A =
3332
acres
Impei vious area =
2271
acres
Percent impervious cover I =
682
%
Rainfall P =
1 0
inches
Calculated values
Rv = 066
WQv = 1 84 acre ft
= 80241 cf
=_> Storm iiater Wetland Required Surface Area Calculation
WQ Volume = 80241 cf
Maximum Ponding Depth = 12 inches
Surface Area Requned at Normal Pool = 80241 SF
�> Associated Pond Depth in Stornrwarer Wetland
Ks =
81554
b =
1 075
V =
80241
Nonnal Pool Elevation =
368 0 feet
WQ Elevation = 368 99 feet
B IHNATOLYA PE
12/8/2011

NEW MILL PLACE WQ VOLUME B IHNATOLVA PE
KRG 11000 12/8/2011
SIPHON DESIGN
D orifice =
4 inch
4 orifices =
1
ks =
81554
b =
1 075
Cd siphon =
060
2 0 ), 0 3 Orifice Invert Elevation =
36900 feet
Noi mal Pool Elevation =
36800 feet
WQ Volume =
81554 cf
Tempoi ary Pool W 5 Elev =
36900 feet
Using the average head over the of ifice (assuming average head is
one third the total depth) the result would be
Average driving head on orifice = 0 333 feet
Orifice composite loss coefficient = 0 600
Cross sectional area of 0 75 orifice = 0 087 sf
Q = 0 2426 cfs
Drawdown Time = Volume / rlowrate / 86400 (sec /day)
Drawdown Time = 3 89 days
Conclusion Use 1 4 0 Diameter PVC inverted siphon to drawdown the accumulated volume
from the 1 storm runoff with a required time of about 3 89 days

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NEW HILL PLACE S;WM 1,' 92 B IHNATOLVA PE
KRG 11000 12/8/2011
NEW WILL PLACE
t -wri LAND POOL CHECK
Per NCDENR Stoi rnwater Best Management Practices the permanent pool needs to be designed with various water depths to
support plant and animal populations The wetland should consist of deep pools shallow water and shallow land with the deep
pools being broken down to forebay pools and non forebay pools Approximately 5 10% of the wetland surface area should be
non forebay deep pools Approximately 10% of the suface area should be forebay deep pools Approximately 40% of the
surface area should be shallow water and the iemammg 30 40 /of the surface area should be shallow land
A Total Wetland Sub face Area (Elea 36€ 0)
Aiea= 82428 sf
B Wetland Sul face Area Deep Pools (IS 36 deep)
Dion )i orebay Area = 8131 sf
Forebay Area = 8235 sf
C Wetland Surface area Shallow Water (3 6 deep)
Area = 32899 sf
D Wetland Sul face Area Shallow Land (12 + 3 deep)
Area = 33163 sf
Deep Pools Non Forebay
99/
Dee2 Pools Forebay
100/
Shallow Water
399/o
Shallow Land
402/

New Hill Place — SWMF #2
Project # KRG 11000
VELOCITY DISSIPATOR DESIGN
Designed By B Ihnatolya
Velocity Dlsslpator — SWMF #2
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe assuming the Mammngs roughness number is
constant over the entire length of the pipe
flow Q in cfs 11 07 Flow depth (ft) = 0 52
slope S in % 11 11 Outlet velocity (fps) = 17 163
pipe diameter D in in 24
Manning number n 0 013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft)
200
Outlet velocity (fps)
17 16
Apron length (ft)
1600
AVG DIAM STONE
THICKNESS
(inches) CLASS
(inches)
3 A
9
6 B
22
)> 13 Bor1
22«
23 2
27
Width Calculation
WIDTH = La + Do
WIDTH = 16 00 + 2 00
WIDTH = 18 0 FEET
CONCLUSION
Use 10" DIA NCDOT Class `1' R1p Rap
16'L x 18'W x 22" Thick

ABE VOLUME CALCULATORS PYRAMIDLORIG Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Fn ter all kno" n -*a Ines in the form below and press the "CALCULATE' button
�* -,
WIDTHI(WI) II LENGrHI(LI) II WIDTH2 Il HEIGHT II VOLUME
7 JL 7 IP 1 38 I
IThe answer that ou can LOP) for other use 38
CALCULATE - 11 RESET
SELEC I ANOTHER SHAPE
Go to Urtit C,OI1VeIS1011 P tgL
http //www abe misstate edu/—fto /tools /vol/pyramidlong html 12/8/2011

NEW HILL PLACE yWjl F #2 E IHRiATOLYA PE
KRG 11000 12/8/2011
Input Data =_>
jqua re Rmer/Harrel Anti Flotation Calculation Sheet
Inside length of riser =
400 feet
Inside width of riser =
400 feet
Udall thickness of riser =
600 inches
Base thickness of riser =
800 inches
Base length of i iser =
500 feet
Base width of riser =
500 feet
Inside height of Riser =
750 feet
Concrete unit weight =
1420 PCF
OD of ban el exiting manhole =
31 50 inches
Size of drain pipe (if present) =
80 inches
Number of detention orifices (if present) =
1
Area of detention orifice (if present) =
0 600 SQFT
Number of detention orifices (if present) =
1
Area of detention orifice (if present) =
1 000 SQFT
Trash Rack water displacement =
3800 CF
Concrete Present tit Riser Structure =>
Total amount of conci ete
Base of Riser = 16 667 CF
Riser Walls = 67 500 CF
Adjust foi openings
Opening foi barrel = 2 706 CF
Opentng for dram pipe = 0 175 CF
Opening for detention orifice = 0 800 CF
Note NC Products lists unit \vt of
manhole concrete at 142 PCF
Total Concrete present adjusted for openings = 80 486 CF
Weight of concrete present = 11429 lbs
Amount of water displaced by Riser Structure =>
Displacement by concrete = 80 486 CF
Displacement by open an in riser = 120 000 CF
Displacement by tiash iack = 38 000 CF
Total water displaced by iiser/barrel structure = 238 486 CF
Weight of watei displaced = 14882 lbs

NEW HILL PLACE SWMF #2 B IHRNATOLYA PE
ISRG 11000 12/8/2011
Calculate atrtoutet of concretc to be added to riser =>
Safety factor to use = 1 25 (recommend 1 25 or higher)
Must add = 7173 lbs conci ete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 7960 PCF
Buoyant with safety factor applied = 6369 PCF
Therefore must add = 112 640 CF of concrete
Standaid base described above = 16 667 CF of concrete
Therefore base design must have = 129 306 CF of concrete
Calculate size of base for riser assembly =>
Length = 8 000 feet
Width = 8 000 feet
Thickness = 25 0 inches
Concrete Present = 133 333 CF OK
Check validity of base as designed =>
Total Water Displaced =
355 153 CF
Total Concrete Present =
197 153 CF
Total Water Displaced =
22162 lbs
Total Conci ete Pi esent =
27996 lbs
Actual safetyfactor =
126 OK
Results of design =>
Base length =
€ 00 feet
Base width =
9 00 feet
Base Thickness =
25 00 Beaches
Cpl of concrete total in base =
494 CY
Concrete and weight in added base >=
142 PCr

�� o� w A rF9
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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 111) must be pnnted filled out and submitted along with all the required information
I PROJECT INFORMATION
Project name New Hill Place
Contact name Jeremy Finch PE
Phone number
Date
Drainage area number
II DESIGN INFORMATION
Site Characteristics
919 361 5000
December 9 2011
SWMF #2 (POA #1)
Drainage area
1 451 419 20 ft2
Impervious area
989 247 60 ftz
Percent impervious
682%
Design rainfall depth
100 inch
Peak Flow Calculations
ft 3
1 yr 24 hr rainfall depth
289 in
1 yr 24 hr intensity
not applicable in /hr
Pre development 1 yr 24 hr runoff
830 ft3 /sec
Pr` welopment 1 yr 24 hr runoff
820 ft3 /sec
P 1 yr 24 hr peak control
010 ft3 /sec
Storage Volume Non SA Waters
Minimum required volume
80 241 00 ft3
Volume provided (temporary pool volume)
82 428 00 ft3 OK
Storage Volume SA Waters Parameters
15 runoff volume
ft3
Pre development 1 yr 24 hr runoff volume
ft3
Post development 1 yr 24 hr runoff volume
ft3
Minimum volume required
ft 3
Volume provided
ft 3
Outlet Design
Depth of temporary pool /ponding depth (Dpi. t)
1200 in OK
Drawdown time
3 89 days OK
Diameter of orifice
4 00 in OK
Coefficient of discharge (Cc) used in orifice diameter
calculation 0 60 (unitless)
Driving head (Ho) used in the onfice diameter calculation 0 33 ft Provide calculations to support this driving head
Form SW401 Welland Rev 6 11/16109 Parts I and If Project Design Summary Page 1 of 3

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
82 428 00 ft2
OK
Shaiinw Land
33163 00 ft2
Insufficient shallow land area
callow land percentage is
40% %
Sho „w Water
32 899 00 ft2
OK
The shallow water percentage Is
40%%
Deep Pool
8 300
Forebay portion of deep pool (pretreatment)
8 235 00 ft2
Insufficient forebay area
The forebay surface area percentage is
10% %
6 640
Non forebay portion of deep pool
8 131 00 ft2
OK
The non forebay deep pool surface area percentage is
10%%
Higher density is required
Total of wetland zone areas
82 428 00 ft2
OK
Add or subtract the following area from the zones
0 00 ft2
More required if not planting shrubs or trees
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
369 00 ft amsl
Permanent Pool Elevation (PPE)
Shallow Water /Deep Pool (top)
368 00 ft amsl
Shallow Water bottom
367 50 ft amsl
Most shallow point of deep pool s bottom
366 50 It amsl
Deepest point of deep pool s bottom
364 00 ft amsl
Design must meet one of the following two options
This design meets Option #1
Top of PPE is within 6 of SHWT If yes
N (Y or N)
SHWT (Seasonally High Water Table)
ft amsl
OK
This design meets Option #2
W ° }land has liner with permeability < 0 01 m /hr If yes
N Y or
( N)
)th of topsoil above impermeable liner
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)
4800 in
Insufficient deep pool depth
Planting Plan
Are cattails included in the planting plan?
N (Y or N)
OK
Number of Plants recommended in Shallow Water Area
Herbaceous (4 cubic Inch container)
8 250
Number of Plants recommended in Shallow Land Area
Herbaceous (4 cubic inch container) OR
8 300
Shrubs (1 gallon or larger) OR
1 328
Trees (3 gallon or larger) and Herbaceous (4+ cubic inch)
166 and
6 640
Number of Plants provided in Shallow Water Area
Herbaceous (4 cubic inch container)
8 225
Higher density is required
Number of Plants provided in Shallow Land Area
Herbaceous (4 cubic inch container)
8 271
More required if not planting shrubs or trees
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass like Herbaceous (4+ cubic inch)
Form SW401 Wetland Rev 6 11/16/09 Parts I and 11 Project Design Summary Page 2 of 3

Additional Information
Can the design volume be contained?
Y (Y or N)
OK
Does project drain to SA waters? If yes
N (Y or N)
Excess volume must pass through filter
is the length of the vegetated filter?
000 ft
A-' ulations 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
192 1
OK
Approximate wetland length
554 00 ft
Approximate wetland width
289 00 ft
Approximate surface area using length and width provided
160106 00 ft z
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 6 11/16/09 Parts I and 11 Project Design Summary Page 3 of 3

S if F #3 FINAL DESIGN CAL CULA TIONS
NEW HILL PLACE
KRG 11000

NEW HILL PLACE WET POND B IHNATOLYA PE
KRG 11000 §WMF #3 12/7/2011
Staue Rome Function
Project Name
New Hill Place
Designer
B Ihnatolya, PE
Job Number
KRG 11000
Date
12/7/2011
Storage vs Stage
300000 — -
250000
y = 37353),' 06
200000 R =0999
v
d I
150000 +
F
ti 100000
t
f
50000 i€
i
0
00 1 0 20 $f3ge (feed, 0 50 60 70
Ks = 37353
b = 1 08
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Volume
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(CF_)_
362 00
s 0 0
33 739
3_62 50
0 5�
37735
_
35737_
17869
_
17869
€ 0 51
364 00� 2b
41_455
39595
59393 t
7_7261
1 96
366 00
I 40
4 46_605
1
_ 44030 �
88060
165321
m
3 96
368 00
6 0
52 017
49311
1
11
_
µ98622
T263943
Storage vs Stage
300000 — -
250000
y = 37353),' 06
200000 R =0999
v
d I
150000 +
F
ti 100000
t
f
50000 i€
i
0
00 1 0 20 $f3ge (feed, 0 50 60 70
Ks = 37353
b = 1 08

NEW HILL PLACE WET POND B II- NATOLYA PE
I;,RG 11000 SWMF #3 12/7/2011
Stage Storage Function
ICs = 37353
b = 108
Zo = 36200
1✓ae- vation
Storage
lfeetl
[ef) [acre feet]
36200
0 v
0000
36220
656� 8
; 0 151
36240
�� 138850
319
36260
21514
0 494
36280
29354
_ 0 674
—4-6S--06-'-
63 00
37353
0 858
36S-2-0-'-
63 20
1 044
—1233—
_363 40-
_45482_
53721 �
N[
(- 233
_363 60
62055
4-
1 425
_� _
363 80 4
70473 -
f 1 618 I
J 364_00_
789_66
1813
36420
364_40 4
87527
-q- _ti
2009
64
3 60
96151
� 1048337
2207
- -2 407_
3-64-80-
64 S0
1--f-1356-8
2607
36500
122_354_
Y _ 1
20
131186
_2_809
, 015
_ _365
40
--1470063--
3 215_
_365
36560
148981
3 420 _
365 Fo-�
'
157940
3 626 Y
66
3 00
m3_66 —20---17-596-8
166936
3 832
4 040
—i-
V 366_40
18_5035
i 4 248
366 60-
144135�i�
4 457
-366 80
36_7 00
203267
_212429
4 666
4 877
36720
36740
2_21620
230840
5 088
5299
367 6-
36780
249361
512
5 725
368 00
��
� -25 86-60
-t
Y 5 938
-6i52--
368 20
26_7984
152
36840 1
277332
6 367
3 60 --fl-
68
286703 +�6
582
368 80�
2960_98
6 797
369 00
305514 i
7 O l4

Subsection Outlet Input Data
Label SWMF #3
Requested Pond Water Surface Elevations
Minimum (Headwater) 362 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 369 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser 1
Forward
Culvert 1
36450
36900
Orifice Circular
Orifice 1
Forward
Culvert 1
36200
36900
Culvert Circular
Culvert 1
Forward
TW
35850
36900
Tallwater Settings
Tallwater
(N /A)
(N /A)
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Subsection Outlet Input Data
Label SWMF #3
Structure ID Riser 1
Structure Type Inlet Box
Number of Openings
1
Elevation
364 50 ft
Orifice Area
16 0 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
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Subsection Outlet Input Data
Label SWMF #3
Structure ID Culvert 1
Structure Type Culvert Circular
Number of Barrels
1
Diameter
24 0 In
Length
60 00 ft
Length (Computed Barrel)
60 00 ft
Slope (Computed)
0 008 ft/ft
Outlet Control Data
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
TI ratio (HW /D)
1 156
T2 ratio (HW /D)
1 303
Slope Correction Factor
0 500
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
T1 Elevation 360 81 ft Ti Flow 15 55 ft3 /s
T2 Elevation 361 11 ft T2 Flow 17 77 ft3 /s
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Subsection Outlet Input Data
Label SWMF #3
Structure ID Orifice 1
Structure Type Orifice Circular
Number of Openings
1
Elevation
362 00 ft
Orifice Diameter
4 5 in
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0 01 ft
Tailwater Tolerance
(Maximum)
0 50 ft
Headwater Tolerance
(Minimum)
0 01 ft
Headwater Tolerance
(Maximum)
0 50 ft
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
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Subsection Composite Rating Curve
Label SWMF #3
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
36200
000
(N /A)
000
36220
007
(N /A)
000
36240
025
(N /A)
000
36260
034
(N /A)
000
36280
042
(N /A)
000
36300
048
(N /A)
000
36320
053
(N /A)
000
36340
059
(N /A)
000
36360
063
(N /A)
000
36380
068
(N /A)
000
36400
072
(N /A)
000
36420
075
(N /A)
000
36440
079
(N /A)
000
36450
081
(N /A)
000
36460
234
(N /A)
000
36480
874
(N /A)
000
36500
1787
(N /A)
000
36520
2885
(N /A)
000
36540
37 16
(N /A)
000
36560
3782
(N /A)
000
36580
3847
(N /A)
000
36600
39 11
(N /A)
000
36620
3974
(N /A)
000
36640
4036
(N /A)
000
36660
4097
(N /A)
000
36680
4157
(N /A)
000
36700
4216
(N /A)
000
36720
4275
(N /A)
000
36740
4332
(N /A)
000
36760
4389
(N /A)
000
36780
4445
(N /A)
000
36800
4501
(N /A)
000
36820
4556
(N /A)
000
36840
4610
(N /A)
000
36860
4663
(N /A)
000
36880
4716
(N /A)
000
369001
47 68
(N /A) 1
000
t-ontnouting mrucrures
(no Q Riser 1 Orifice 1 Culvert 1)
Orifice
1 Culvert
1 (no Q Riser 1)
Orifice
1 Culvert
1 (no Q Riser 1)
Orifice
1 Culvert
1 (no Q Riser 1)
Orifice
1 Culvert
1 (no Q Riser 1)
Orifice
1 Culvert
1 (no Q Riser 1)
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V8i
KRG11000 ppc Center [08 11 01 51]
115/2012 27 Siemon Company Drive Suite 200 W Page 31 of 63
Watertown CT 06795 USA 1 203 755 1666

Subsection Composite Rating Curve
Label SWMF #3
Composite Outflow Summary
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V81
KRG11000 ppc Center [08 11 01 51]
1/5/2012 27 Siemon Company Drive Suite 200 W Page 32 of 63
Watertown CT 06795 USA [phone]
Contributing Structures
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V81
KRG11000 ppc Center [08 11 01 51]
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�S PRoN CC Cb� �
Subsection Outlet Input Data
Label SWMF #3 WC
Requested Pond Water Surface Elevations
Minimum (Headwater) 362 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 369 00 ft
Return Event 100 years
Storm Event 100 Year
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser 1
Forward
Culvert 1
364 501
3690
Culvert Circular
Culvert 1
Forward
TW
311511
I
36900
Tallwater Settings
Tallwater
(N /A)
(N /A)
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V8i
KRG11000 ppc Center 10811 01 511
1/5/2012 27 Siemon Company Drive Suite 200 W Page 33 of 63
Watertown CT 06795 USA [phone]

Subsection Outlet Input Data Return Event 100 years
Label SWMF #3 WC Storm Event 100 Year
Structure ID Riser 1
Structure Type Inlet Box
1 000
Number of Openings
1
Elevation
364 50 ft
Orifice Area
16 0 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
Length (Computed Barrel)
60 00 ft
Structure ID Culvert 1
Structure Type Culvert Circular
Number of Barrels
1
Diameter
24 0 in
Length
60 00 ft
Length (Computed Barrel)
60 00 ft
Slope (Computed)
0 008 ft/ft
Outlet Control Data
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
` Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
T1 ratio (HW /D)
1 156
T2 ratio (HW /D)
1 303
Slope Correction Factor
0 500
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KRG11000 ppc Center [08 11 01 511
1/5/2012 27 Siemon Company Drive Suite 200 W Page 34 of 63
Watertown CT 06795 USA [phone]

Subsection Outlet Input Data
Label SWMF #3 WC
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
Return Event 100 years
Storm Event 100 Year
T1 Elevation 360 81 ft TI Flow 15 55 ft3 /s
T2 Elevation 36111 ft T2 Flow 17 77 ft3 /s
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V&
KRG11000 ppc Center [08 11 01 51]
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Watertown CT 06795 USA 1 203 755 1666

Subsection Outlet Input Data
Label SWMF #3 WC
Structure ID TW
Structure Type TW Setup DS Channel
Tadwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Taflwater Tolerance
(Minimum)
0 01 ft
Tadwater Tolerance
(Maximum)
0 50 ft
Headwater Tolerance
0 01 ft
(Minimum)
Headwater Tolerance
0 50 ft
(Maximum)
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
Return Event 100 years
Storm Event 100 Year
Bentley Systems fnc Haestad Methods Solution Bentley PondPack V&
KRG11000 ppc Center [08 11 01 51]
1/5/2012 27 Siemon Company Drive Suite 200 W Page 36 of 63
Watertown CT 06795 USA 1 203 755 1666
0

Subsection Composite Rating Curve
Label SWMF #3 WC
Composite Outflow Summary
Return Event 100 years
Storm Event 100 Year
Water Surface Flow Tadwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
36200
000
(N /A)
000
36220
000
(N /A)
000
36240
000
(N /A)
000
36260
000
(N /A)
000
36280
000
(N /A)
000
36300
000
(N /A)
000
36320
000
(N /A)
000
36340
000
(N /A)
000
36360
000
(N /A)
000
36380
000
(N /A)
000
36400
000
(N /A)
000
36420
000
(N /A)
000
36440
000
(N /A)
000
36450
000
(N /A)
000
36460
152
(N /A)
000
36480
788
(N /A)
000
36500
1697
(N /A)
000
36520
2811
(N /A)
000
36540
3716
(N /A)
000
36560
3782
(N /A)
000
36580
3847
(N /A)
000
36600
3911
(N /A)
000
36620
3974
(N /A)
000
36640
4036
(N /A)
000
36660
4097
(N /A)
000
36680
4157
(N /A)
000
36700
4216
(N /A)
000
36720
4275
(N /A)
000
36740
4332
(N /A)
000
36760
4389
(N /A)
000
36780
4445
(N /A)
000
36800
4501
(N /A)
000
36820
4556
(N /A)
000
36840
4610
(N /A)
000
36860
4663
(N /A)
000
36880
4716
(N /A)
000
369001
47681
(N /A) 1
000
contributing Structures
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V8i
KRG11000 ppc Center [08 11 01 51]
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Subsection Composite Rating Curve
Label SWMF #3 WC
Composite Outflow Summary
Return Event 100 years
Storm Event 100 Year
Bentley Systems Inc Haestad Methods Solution Bentley PondPack V8i
KRG11000 ppc Center [08 1101 51]
1/5/2012 27 Siemon Company Drive Suite 200 W Page 38 of 63
Watertown CT 06795 USA [phone]
Contributing Structures
(no Q Riser 1
Culvert
1)
(no Q
Riser 1
Culvert
1)
(no Q
Riser 1
Culvert
1)
(no Q
Riser 1
Culvert
1)
(no Q
Riser 1
Culvert
1)
(no Q
Riser 1
Culvert
1)
(no Q
Riser 1
Culvert
1)
(no Q
Riser 1 Culvert
1)
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Return Event 100 years
Storm Event 100 Year
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Watertown CT 06795 USA [phone]

NEW HILL PLACE
KRG 11000
SWMF #3 WE'D' DETENTION POND B IHNATOLYA PE
Above NWSE 12/7/2011
STAGE SrORAfsE >vUNCTION ABOVE NORMAL P001
300000
250000
200000
G!
P 150000
100000
50000
0
Storage vs Stage
000 1 00 200 300 400 500 600 700
Stage (feet)
Ks= 37353
= 108
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S F3,n
(feet)
(feet)
(SF)
(Sr)
(a)
(CF)
(feet)
36200
000
33 739
362 50 _
050
37 735
35737
17869
051
36400
200
41455
39595
59393
_17869
77261
196
36600
400
46 605
44030
88060
165321
3 96
36800
6 00
52 017
49311
98622
263943
611
300000
250000
200000
G!
P 150000
100000
50000
0
Storage vs Stage
000 1 00 200 300 400 500 600 700
Stage (feet)
Ks= 37353
= 108

NEW HILL PLACE SWMF#3 -WET DETENTION POND H IHNATOLYA PE
KRG 11000 Below MWSE Main Pool 12/7/2011
STAGE STORAGE FUNCTION M41N POOL
�s = 9402
b =
1285
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S F).n
(feet)
(reef)
(SF)
(Sr)
(CF)
(Cr)
(feet)
35600
000
9 520
35800
200
13 589
11555
23109
23109
201
360 00
400
17 898
15744
31487
54596
393
36150
550
21 181
19540
29309
83905
549
36200
600
25 444
23313 ----11656
95562
608
�s = 9402
b =
1285

NEW MILL PLACE SHIM 43 WET DE'TEN'TION POND I3 IHRIAT'OLYA PE
KING 11000 Below NWSE For ebay 12/7/2011
STAGE STORAGE FUIVL` ON IU(3M FORFSAY
KS = 2306
b = 1 396
Storage vs Stage
Average
Incremental
Accumulated
Estimated
30000
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S F),n
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
. 35600
000
2 350
15000
358 00 _
200
3 795
_
307_3 µ —+
614_ 5
_ 2 02
V 36000
400
5 550
4673
9345
_6145
15490
3 91
36150
550
7 028
6289 `�
_9434 —
24924
w 550
36200
600
8 295
7662
_
3831
28754
6 10
KS = 2306
b = 1 396
Storage vs Stage
35000
30000
y = 2306 X1 396
25000
R = 0 998
Cif
20000
15000
�
I
10000
5000
r
0
- r
000
1 00 200 300 400 500 600 700
Stage (feet)
KS = 2306
b = 1 396

NEW HILL PLACE SHIM 43 WET DETENTION POND I3 IHNATOLYA PE
KRG 1 1000 ,S'urr maiy 12/7/2011
1 TOTAL VOLUME OF FACILITY
Volume of Main Pool =
Volume of rorebay =
Total Volume Below NWSE _
95 562 cf
28 754 cf
124 316 cf
2 85 acre ft
Total Volume Above NWSE = 263 943 cf
=
606 acre ft
Total Volume of Facility = 388 259 cf
891 acre ft
li FOR @BAY PERCENTAGE OF PERMANENT POOL VOLUME
Per NCDWQ design guidelines the forebay volume should equal opprommotely
201 of the total permanent pool volume
Total Volume Below NWSE = 124 316 cf
Volume of Forebay = 28 754 cf
9' Forebay = 23 1/
III AVERAGE DEPTH OF POND
Total Volume Below NWSE = 124 316 cf
Surface Area at NWSE = 33 739 sf
Average Depth = 368 ft

NEW HILL PLACE SiWM 3 WET DE'T'ENTION POND I3 IHNAT'OLVA PE
KRG 1 1000 Surface Area Calculation 12/8/2011
jWETiDET Nf1d i Ba$lN SUMMARY- a
From Stormwater Best Management Practices Manual NCDENR Division of Water Quality October 2007
Enter the drainage area characteristics = =>
Total drainage area to pond = 2054 acres
Total impervious area to pond = 1473 acres
Note The basin must be sized to treat all impervious surface runoff oraining into the pond notjust the impervious
surface from on site development
Drainage area = 2054 acres @ 717% impervious
Estimate the surface area required at pond normal Pool elevation = =>
Wet Detention Basins are based on an minimum average depth of = 368 feet (Calculated)
From the D WQ BMP Handbook (1012007) the required SA /DA ratio for 90% TSS Removal = =>
35
368
40
Lower Boundary => 700 37
33
Site / impervious => 717 377
363
34
Upper Boundary => 800 41
38
Therefore SA /DA required =
3 63
Surface area required at normal pool =
32 485
ft2
=
075
acres
Surface area provided at normal pool =
33 739
ft2

NEW HILL PLACE WATER QUALITY VOLUME CALCULATIONS
KRG 11000 SWMFN3 -1" ,, QVOL
= => Determination of mater Quallo Volume (1' Raltrfall Aeptlt)
Proposed Conditions =>
WQ v = (P) (R v) (A) /12
where
Input data
WQv = water quality volume (m acre ft)
Rv = 0 05 +0 009(I) where I is percent impervious cover
A = afea in acres
P = rainfall (u1 inches)
Total area A =
2054
acres
=
894 722
sf
Impervious area =
1473
acres
=
641639
sf
Percent impervious cover I =
71 '7
%
Rainfall P =
1 0
inches
Calculated values
Rv= 070
WQv = 1 190 acre ft
51 851 cf
_—> Associated Depth aboi. a Wet Pond Permanent Pool
K =
37353
b =
108
V =
51851
Normal Pool Elevation =
36200 feet
WQ Elevation =
)63.)5 feet
B IH1NATOLY'A PE
12/8/2011

NEW HILL PLACE WQ VOLUME
KRG 11000
SIPHON DESIGN
D orifice =
45 inch
# orifices =
1
ks=
37353
b =
108
Cd siphon =
060
Top of Riser Elevation =
36450 feet
Normal Pool Elevation =
36200 feet
WQ Volume =
100485 cf
Temporary Pool W 5 Elev =
36450 reet
Using the average head over the orifice (assuming average head is
one third the total depth) the result would be
,overage driving head on orifice = 0 833 feet
Orifice composite loss coefficient = 0 600
Cross sectional area of 0 75 orifice = 0 110 sf
Q= 0 4855 cfs
Di awdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2 40 days
Conclusion Use 1 4 5 Diameter PVC inverted siphon to drawdown the accumulated volume
from the 1 storm runoff with a required time of about 2 40 days
I3 IHNATOLYA PE
12/8 /2011

New Hill Place ® SWMP #3
Project 0 KRG 11 000
VELOCITY 1D1SS1PA OR DESIGN
Designed By B 16mtolya
Velog!j I➢mipator — SWMF #3
NtCD Lard Quality Section
Pepe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe assuming the Mammngs roughness number is
constant over the entire length of the pipe
flow Q in cfs 31 99 Flow depth (ft) = 2 00
slope S in % 0 833 Outlet velocity (fps) = 10 183
pipe diameter D in in 24
Manning number n 0 013
NbCD Ladd Quality Section
NFDOT Dissipator Design Results
Pipe diameter (ft) 200
Outlet velocity (fps) 10 18
Apron length (ft) 1200
AVG DIAM STONE THICkNESS
(inches) CLASS (inches)
3
A
9
»6
B
22«
13
S or 1
22
23
2
27
Wndth Calculatn®Hi
WIDTH = La Do
WIDTH = 1200 +200
WEDT94 14 a MET
CONCLUSION
Use 8" DIA NCDOT Class'B' REp Rap
129L Sn 14'W y 22" Thick

ABE VOLUME CALCULATORS PYRAMIDLONG
Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all known values in the form below and press the "CALCULA rE' button
� q
r Y
WI D FH 1(W 1) II LENGTH I (L 1) �� W IDTH2 I HEIGHT II VOLUME
7
117 l 38
The answer that you can copy fiot other Use 38
CA-, LCULATE RESET
SELECT ANO I HER SHAPE
Go to Unit Comeision Paae
http / /www abe msstate edu/ —fto /tools /voUpyram>dlong html 12/8/2011

NEW HILL PLACE WNIF 93 B IHRIATOLVA PE
KRG 11000 12/8/2011
Iftput Data —>
Square Riser/Barrel Anti - Flotation Calculation Sheet
Inside length of riser =
400 feet
Inside width of riser =
400 feet
Wall thickness of riser =
600 inches
Base thickness of riser =
800 inches
Base length of riser =
500 feet
Base width of riser =
500 feet
Inside height of Riser =
600 feet
Concrete unit weight =
142 0 PCF
OD of barrel exiting manhole =
31 50 inches
Size of drain pipe (if present) =
80 inches
Numbei of detention orifices (if present) =
0
Area of detention orifice (if present) =
0 000 SQFT
Trash Rack water displacement =
3800 CF
Concrete Present tit Miser Structure =>
Total amount of conci ete
Base of Riser = 16 667 CF
Riser Walls = 54 000 CF
Adjust for openings
Opening for barrel =
2 706 CF
Opening for drain pipe =
0 175 CF
Opening for detention orifice =
0 000 CF
Note NC Pioduc.ts lists unit Nn of
manhole concrete at 142 PCF
Total Concrete present adjusted foi openings = 67 786 CF
Weight of concrete present = 9626 lbs
Amount of f' water displaced by Riser Structure =_>
Displacement by concrete = 67 786 CF
Displacement by open air in riser = 96 000 CF
Displacement by trash rack = 38 000 CF
Total water displaced by riser/bariel structure = 201 786 C1=
Weight of water displaced = 12591 lbs

NEW HILL PLACE CWMFa #3 B IHNATOLVA PE
KRG 11000 12/8/2011
Calculate amount of concrete to be added to riser =>
Safety factor to use = 1 25 (recommend 1 25 or higher)
Must add = 6114 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above obseination for NCP concrete)
Buoyant weight of this concrete = 7960 PCF
Buoyant with safety factor applied = 6368 PCF
Therefore must add = 96 006 CF of concrete
Standai d base described above = 16 667 CF of conci ete
Therefore base design must have = 112 673 CF of concrete
Calculate size of base for riser assefrrbly =>
Length = 8 000 feet
Width = 8 000 feet
Thickness = 22 0 inches
Concrete Piesent = 117 333 CF OK
Check validity of base as designed = =>
Total Water Displaced =
302 453 CF
Total Concrete Pre ent =
168 453 CF
Total Water Displaced =
18873 lbs
Total Concrete Piesent =
23920 lbs
Actual safetyfactoi =
127 OK
Results of design =>
Base length =
8 00 feet
Base width =
8 00 feet
Base Thickness =
22 00 finches
CY of concrete total in base =
435 CY
Concrete unit weight in added base >=
142 PCF

Project name
Contact person
Phone number
Date
Drainage area number
Permit No
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out printed and submitted
The Required Items Checklist (Part III) must be printed filled out and submitted along with all of the required information
New Hill Place
Jeremy Finch PE
919 361 5000
12/9/2011
SWMF #3 (drains to POA #2)
(to be provided by DWQ)
o��F W Q T�9OG
tip
o -c
II DESIGN INFORMATION
Site Characteristics
Drainage area
894 722 ft2
Impervious area post development
641 639 e
/ Impervious
7171 /
Design rainfall depth
10 In
Storage Volume Non SA Waters
Minimum volume required
Volume provided
Storage Volume SA Waters
15 runoff volume
Pre development 1 yr 24 hr runoff
Post development f yr 24 hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the lyr 24hr storm peak flow required?
1 yr 24 hr rainfall depth
Rational C pre - development
Rational C post - development
Rainfall Intensity 1 yr 24 hr storm
Pre - development 1 yr 24 hr peak flow
Post - development 1 yr 24 hr peak flow
Pre /Post 1 yr 24 hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx at the perm pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout top elevation (bottom of pond)
Sediment cleanout bottom elevation
Sediment storage provided
Is there additional volume stored above the state required temp pool'?
Elevation of the top of the additional volume
51 851 ft3 OK
100 485 ft3
OK volume provided 1s equal to or in excess of volume required
not applicable ft3
ft3
ft3
ft3
ft3
Y (Y or N)
29 in
no pre to pond (unitless)
Pond CN 89 (unitless)
n/a (using CN) In /hr OK
770 ft3 /sec
630 ft3
/sec
140. ft3 /sec
364 50 fmsl
36200 fmsl
not applicable fmsl
362 50 fmsl
36150 fmsl
Data not needed for calculation option #1 but OK If provided
356 00 fmsl
35500 fmsl
Data not needed for calculation option #1 but OK if provided
100 ft
Y (Y or N)
364 5 fmsl
OK
Form SW401 Wet Detent on Bas n Rev 8-9117/09 Parts I & 11 Design Summary Page 1 of 2

II DESIGN INFORMATION
Surface Areas
lrea temporary pool
Area REQUIRED permanent pool
SAIDA ratio
Area PROVIDED permanent pool AP.-P.1
Area bottom of 1Oft vegetated shelf Abt h it
Area sediment cleanout top elevation (bottom of pond) Ab.i. d
Volumes
Volume temporary pool
Volume permanent pool VP nom,
Volume forebay (sum of forebays if more than one forebay)
Forebay / of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table)
Calculation option 1 used? (See Figure 10 2b)
Volume permanent pool VPer _pw,
Area provided permanent pool APer, -pw,
Average depth calculated
Average depth used in SAIDA d. (Round to nearest 0 5ft)
Calculation option 2 used? (See Figure 10 2b)
Area provided permanent pool AP M-Pool
Area bottom of 1 Oft vegetated shelf Ah.i h It
Area sediment cleanout top elevation (bottom of pond) Ab tl.d
Depth (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA d (Round to nearest 0 5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if non - circular)
Coefficient of discharge (Co)
Driving head (H )
Drawdown through weir?
Weir type
Coefficient of discharge (C )
Length of weir (L)
Driving head (H)
Pre development 1 yr 24 hr peak flow
Post development 1 yr 24 hr peak flow
Storage volume discharge rate (through discharge onfice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided9
Recorded drainage easement provided9
"apures all runoff at ultimate build out?
Jrain mechanism for maintenance or emergencies is
Permit No
42 743 f:2
32 485 ftZ
363 (unitless)
33 739 ft' OK
28 209 ft`
2 350 ft'
100 485 ft' OK
124 316 ft3
28 754 ft3
231/ / Insufficient forebay volume
90 /
N (Y or N)
Y (Y or N)
363 (unitless)
Y (Y or N)
124 316 ft3
33 739 ft'
3 68 It OK
37ft OK
N (Y or N)
33 739 ft'
28 209 ft`
2 350 ftZ
550 ft
ft
ft
Y (Y or N)
450 in
in
060 (unidess)
083 ft
N (Y or N)
not applicable (unitless)
not applicable (unitless)
not applicable ft
not applicable ft
7 70 ft3 /sec
630 ft3 /sec
049 ft3 /sec
240 days OK draws down in 2 5 days
(to be prov ded by DWQ)
3 1
OK
10 1
OK
10 0 ft
OK
2 1
Insufficient flow path to width ratio Must not short circuit pond
22 1
OK
Y (Y or N)
OK
10 ft
OK
N (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
8 inch diameter plug valve
Forth SW401 Wet Detention Bas n Rev 8 9/17/09 Parts I & 11 Des gn Summary Page 2 of 2

NEW HILL PLACE
KRG 11000

NEW HILL PLACE WETLAND B IHNATOLYA PE
KRG 11000 SWMF 94 12/7/2011
Stage Storage Function
Project Name
New Hill Place
Designer
B Ihnatolya, PE
Job Number
KRG 11000
Date
12/7/2011
Storage vs Stage
140000 — -- — W
120000 I
y = 20707x1 t09
100000 R = I
U
80000
a
L5 60000
.r
N i
40000
20000
I
0
00 1 0 20 StageWMet) 40 50 60
ICs = 20707
b= 1 109
Average
Incremental
Accumulated
Estimated
Contoui
Contour
Contour
Contour
Volume
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(CF)
36000 00 1
�� —'
362 0� x
0
—40 T—
24 256
22358 i
44715
r v
44715
200 —
—34-9—
364_00
27-17-4 j
25715
51430
96113--1
99
365 00��
5 0
28 100
27637 h
27637
123782 Z
M
501
_
s
_
`
Storage vs Stage
140000 — -- — W
120000 I
y = 20707x1 t09
100000 R = I
U
80000
a
L5 60000
.r
N i
40000
20000
I
0
00 1 0 20 StageWMet) 40 50 60
ICs = 20707
b= 1 109

NEW HILL PLACE WETLAND B IFNATOLYA PE
KRG 11000 SWMF#4 12/7/2011
_> Stage
Storage Function
Ins =
20707
b=
1 109
Zo =
-)6000
[cq [acre feet]
36020
3
_60 40�
360 60
360 SO
y 361 00
361 20
361 4-� 0
-CO—
3475
V 7496
_ 11751
_ 16168 ��_
20707
_
i� ' 253_ 47
- 30073
0080 � i
-0 172 I
0_270
0�37�_1_
! 0 475
-6-582-- 582
! 0 690
�0
361
34873
801
361 80LL
39739
0-4-1-2
36200
446_64 '
_ 1 025
362 20 �W49644^
1 140 j
362 40
54673
-1-S-5-- 255 -
3_62 60y
_ 59748 _
1 372
-__._
3_62 80
64866
6
-
1 489_
—363 00-
7002_4
�
1-608
36320
75219
1 727
363 4080450
�_ 1847
3_63 60
85715
] 968 !
363 80W i
7 91012
2 _ 08_9 --
w 364 00 t
96339 i
_ 22
_1_
36420 0
~364
101695 !
2 335
40 Y
107079 M
--f i5
—250'-
-- X64 60
i 12490
582
364 80�
117927 I
_
2_707 _
36-560--J-
65 00 �f
123389
2 833 I

Subsection Outlet Input Data
Label SWMF #4
Requested Pond Water Surface Elevations
Minimum (Headwater) 360 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 365 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice Area
Orifice 2
Forward
Culvert 1
36100
36500
Inlet Box
Riser 1
Forward
Culvert 1
36300
36500
Orifice Circular
Orifice 1
Forward
Culvert 1
36000
36500
Culvert Circular
Culvert 1
Forward
TW
35700
36500
Tailwater Settings
Tailwater
(N /A)
(N /A)
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Subsection Outlet Input Data
Label SWMF #4
Structure ID Riser 1
Structure Type Inlet Box
Number of Openings
1
Elevation
363 00 ft
Orifice Area
16 0 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
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Subsection Outlet Input Data
Label SWMF #4
Structure ID Culvert 1
Structure Type Culvert Circular
Number of Barrels
1
Diameter
24 0 In
Length
60 00 ft
Length (Computed Barrel)
60 01 ft
Slope (Computed)
0 017 ft/ft
Outlet Control Data
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
TI ratio (HW /D)
1 152
T2 ratio (HW /D)
1 298
Slope Correction Factor
0 500
Use unsubmerged inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
T1 Elevation 359 30 ft TI Flow 15 55 ft3 /s
T2 Elevation 359 60 ft T2 Flow 17 77 ft3 /s
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Subsection Outlet Input Data
Label SWMF #4
Structure ID Orifice 1
Structure Type Orifice Circular
Number of Openings
1
Elevation
360 00 ft
Orifice Diameter
2 5 in
Orifice Coefficient
0 600
Structure ID Orifice 2
Structure Type Orifice Area
Number of Openings
1
Elevation
36100 ft
Orifice Area
0 3 ftz
Top Elevation
36125 ft
Datum Elevation
36100 ft
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0 01 ft
Tailwater Tolerance
(Maximum)
0 50 ft
Headwater Tolerance
(Minimum)
0 01 ft
Headwater Tolerance
(Maximum)
0 50 ft
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
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Subsection Composite Rating Curve
Label SWMF #4
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
36000
000
(N /A)
000
36020
005
(N /A)
000
36040
009
(N /A)
000
36060
0 12
(N /A)
000
36080
014
(N /A)
000
36100
015
(N /A)
000
36120
065
(N /A)
000
36140
095
(N /A)
000
36160
1 13
(N /A)
000
36180
129
(N /A)
000
36200
143
(N /A)
000
36220
155
(N /A)
000
36240
167
(N /A)
000
36260
178
(N /A)
000
36280
188
(N /A)
000
36300
198
(N /A)
000
36320
637
(N /A)
000
36340
1429
(N /A)
000
36360
2451
(N /A)
000
36380
3526
(N /A)
000
36400
3752
(N /A)
000
36420
3818
(N /A)
000
36440
3882
(N /A)
000
36460
3945
(N /A)
000
36480
4008
(N /A)
000
365001
40691
(N /A) 1
0001
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contributing structures
(no Q
Orifice 2 Riser 1 Orifice
1 Culvert 1)
Orifice
1 Culvert
1 (no Q Orifice
2 Riser
1)
Orifice
1 Culver:
1 (no Q Orifice
2 Riser
1)
Orifice
1 Culvert
1 (no Q Orifice
2 Riser
1)
Orifice
1 Culvert
1 (no Q Orifice
2 Riser
1)
Orifice
1 Culvert
1 (no Q Orifice
2 Riser
1)
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
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Subsection Composite Rating Curve
Label SWMF #4
Composite Outflow Summary
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Contributing Structures
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
Orifice
2 Orifice
1 Culvert J1 (no
Q Riser
1)
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
Orifice
2 Orifice
1 Culvert 1 (no
Q Riser
1)
Orifice
2 Riser
1 Orifice 1 Culvert
1
Orifice
2 Riser
1 Orifice 1 Culvert
1
Orifice
2 Riser
1 Orifice 1 Culvert
1
Orifice
2 Riser
1 Orifice 1 Culvert
1
Riser 1 Culvert
1 (no Q Orifice
2 Orifice
1)
Riser 1 Culvert
1 (no Q Orifice
2 Orifice
1)
Riser 1 Culvert
1 (no Q Orifice
2 Orifice
1)
Riser 1 Culvert
1 (no Q Orifice
2 Orifice
1)
Riser 1 Culvert
1 (no Q Orifice
2 Orifice
1)
Riser 1 Culvert
1 (no Q Orifice
2 Orifice
1)
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r—e--V- v
S PFfoN�CCC)64(D
Subsection Outlet Input Data
Label SWMF #4 WC
Requested Pond Water Surface Elevations
Minimum (Headwater) 360 00 ft
Increment (Headwater)
020ft
Maximum (Headwater) 365 00 ft
Return Event 100 years
Storm Event 100 Year
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser 1
Forward
Culvert 1
36300
36500
Orifice Area
Orifice 2
Forward
Culvert 1
36100
36500
Culvert Circular
Culvert 1
Forward
TW
35700
36500
Tailwater Settings
Tailwater
(N /A)
(N /A)
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Subsection Outlet Input Data
Label SWMF #4 WC
Structure ID Riser 1
Structure Type Inlet Box
16 00 ft
Number of Openings
1
Elevation
363 00 ft
Orifice Area
16 0 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
Return Event 100 years
Storm Event 100 Year
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Subsection Outlet Input Data
Label SWMF #4 WC
Structure ID Culvert 1
0 500
Structure Type Culvert Circular
0 00 ft
Number of Barrels
1
Diameter
24 0 in
Length
60 00 ft
Length (Computed Barrel)
60 01 ft
Slope (Computed)
0 017 ft/ft
Y
06700
Outlet Control Data
Manning s n 0 013
Ke 0 500
Kb 0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
Ti ratio (HW /D)
1 152
T2 ratio (HW /D)
1 298
Slope Correction Factor
0 500
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
Return Event 100 years
Storm Event 100 Year
TI Elevation 359 30 ft T1 Flow 15 55 ft3 /s
T2 Elevation 359 60 ft T2 Flow 17 77 ft3 /s
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Subsection Outlet Input Data Return Event 100 years
Label SWMF #4 WC Storm Event 100 Year
Structure ID Orifice 2
Structure Type Orifice Area
Number of Openings
1
Elevation
36100 ft
Orifice Area
0 3 ftz
Top Elevation
36125 ft
Datum Elevation
36100 ft
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0 01 ft
Tailwater Tolerance
(Maximum)
0 50 ft
Headwater Tolerance
(Minimum)
0 O1 ft
Headwater Tolerance
(Maximum)
0 50 ft
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
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Subsection Composite Rating Curve
Label SWMF #4 WC
Composite Outflow Summary
Return Event 100 years
Storm Event 100 Year
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
36000
000
(N /A)
000
36020
000
(N /A)
000
36040
000
(N /A)
000
36060
000
(N /A)
000
36080
000
(N /A)
000
36100
000
(N /A)
000
36120
048
(N /A)
000
36140
076
(N /A)
000
36160
093
(N /A)
000
36180
107
(N /A)
000
36200
120
(N /A)
000
36220
132
(N /A)
000
36240
142
(N /A)
000
36260
152
(N /A)
000
36280
162
(N /A)
000
36300
170
(N /A)
000
36320
608
(N /A)
000
36340
1400
(N /A)
000
36360
2425
(N /A)
000
36380
35 17
(N /A)
000
36400
3752
(N /A)
000
36420
3818
(N /A)
000
36440
3882
(N /A)
000
36460
3945
(N /A)
000
36480
4008
(N /A)
000
365001
40691
(N /A) I
0 00
lAntrinuting Structures
(no Q Riser 1 Orifice 2 Culvert
1)
(no Q Riser 1 Orifice 2 Culvert
1)
(no Q Riser 1 Orifice 2 Culvert
1)
(no Q Riser 1 Orifice 2 Culvert
1)
(no Q Riser 1 Orifice 2 Culvert
1)
(no Q Riser 1 Orifice 2 Culvert
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Orifice 2 Culvert 1 (no Q Riser
1)
Riser 1 Orifice 2 Culvert 1
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Subsection Composite Rating Curve
Label SWMF #4 WC
Composite Outflow Summary
Return Event 100 years
Storm Event 100 Year
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Contributing Structures
Riser
1 Orifice
2 Culvert 1
Riser
1 Orifice
2 Culvert 1
Riser
1 Orifice
2 Culvert 1
Riser
1 Culvert
1 (no Q Orifice
2)
Riser
1 Culvert
1 (no Q Orifice
2)
Riser
1 Culvert
1 (no Q Orifice
2)
Riser
1 Culvert
1 (no Q Orifice
2)
Riser
1 Culvert
1 (no Q Orifice
2)
Riser
1 Culvert
1 (no Q Orifice
2)
Return Event 100 years
Storm Event 100 Year
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NEW HILL PLACE STORMWATER WETLAND
KRG 1 1000 SIZING CALCULATIONS SWMFN4
_> Determination of Water Qualm Volume M12 v)
WQ v = (P) (R v) (A) /12
where
WQv = water quality volume (in acre ft)
Rv = 0 05 +0 009(1) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data
Total area A=
905 acres
Impervious area =
5 36 acres
Percent impervious cover I =
592 %
Rainfall P =
10 inches
Calculated values
Rv= 058
WQv = 044 acre ft
= 19154 cf
==> Stornrwater Wetland Required Surface Area Calculation
WQ Volume = 19154 cf
Ivlaxunum Pondmg Depth = 12 inches
Surface Area Required at Normal Pool = 19154 SF
_> 4csocrated Pond Depth trt Stornrwater YYetland
Ks =
20707
U =
1 109
V =
19154
Normal Pool Elevation =
360 0 feet
WQ Elevation = 360 93 feet
B IHNAT®LYA PE
12/6/2011

NEW HILL PLACE WQ VOLUME E IHNATOLYA PE
IRG 11000 12/8/2011
SIPHON DESIGN
D orifice =
25 inch
# oriTices =
1
ks =
20707
b=
1109
Cd siphon =
060
10 ), 0 2 Orifice Invert Elevation =
36100 feet
Normal Pool Elevation =
36000 feet
WQ Volume =
20707 cf
Temporary Pool W S Elev =
36100 feet
Using the average head over the orifice (assuming average head is
one third the total depth) the result would be
Average driving head on orifice = 0 333 feet
Orifice composite loss coefficient = 0 600
Cross scctional area of 0 75 orifice = 0 034 sf
Q = 0 0948 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2 53 days
�C®nclusion Use 1 2 5 Diameter PVC inverted siphon to drawdown the accumulated volume
from the 1 storm runoff with a required time of about 2 53 days

0
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GL 6 9L6 L SIOOd d330
30�/1N30�13d JS VI J 1 N011693SM 1 / /

NEW HILL PLACE SWMF 94 B IHNATOLYA PE
KRG 11000 12/8 /2011
NEW HILL PLACE
I WETLAND POOL ClIECk
Per NCDENR Stormwater Best Management Practices the permanent pool needs to be designed with various water depths to
support plant and animal populations The wetland should consist of deep pools shallow water and shallow land with the deep
pools being broken down to forebay pools and non forebay pools Approximately 5 10% of the wetland surface area should be
non forebay deep pools Approximately 10°/ of the suface area should be forebay deep pools Approximately 40% of the
surface aiea should be shallow water and the remaining 30 40 1/oof the surface area should be shallow land
A Total Wetland Surface Ai ea () lev 360 0)
Area = 20459 sf
B Wetland Surface Area Deep Pools (18 36 deep)
Non Forebay Area = 1978 sf
Forebay Area = 2024 sf
C Wetland Surface A6 ea Shallow Water (3 -6 deep)
Area = 8393 sf
D Wetland Surface Area Shallow Land (12 + 3 deep)
Area = 8064 sf
Deep Pools Non Forebay
97/6
Deep Pools Forebay
99/
Shallow Water
410/
Shallow Land
394/6

New Hill Place — SWMF #4
Project # KRG -11000
VELOCITY IDYSSIPATOR DESIGN
Designed By B Ihnatolya
yeloel t®i — SWMF #4
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe assuming the Mannmgs roughness number is
constant over the entue length of the pipe
flow Q in efs 2 61 Flow depth (ft) = 0 40
slope S in % 1 667 Outlet velocity (fps) = 5 759
pipe diameter D in in 24
Manning number n 0 013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft)
200
Outlet velocity (fps) 5 76
Apron length (ft)
1200
AVG DIAM STONE
THICKNESS
(inches) CLASS
(inches)
3 A
9
»6 B
22«
13 B or 1
22
23 2
27
Width Calculation
WIDTH = La + Do
WID'I'li-H = 12 00 -,- 2 00
WIDTH = 14 0 FEET
CONCLUSION
Use 8" IDIA NCDOT Class `B' Rip Rap
129L k 14'W y 22" Thick

ABE VOLUME CALCULATORS PY AMIDLONG
Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all known values in the form below and press the "CALCULATE button
n-7
-r
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SELECT ANOTHER SHAPE
Go to Unit Conversion Pale
http //www abe msstate edu/ —fto /tools /vol /pyramidlong html 12/8/2011

NEW HILL PUCE SWMF #4 B IHNATOL`YA PE
KR G 11000 12/1/2011
Input Data =_>
Mum e Riger/Barrel Arta Flotation Calculation Sheet
Inside length of riser =
400 feet
Inside width of riser =
400 feet
Wall thickness of i iser =
600 inches
Base thickness of riser =
800 inches
Base length of riser =
500 feet
Base width of riser =
500 feet
Inside height of Riser =
600 feet
Concrete unit weight =
1420 PCF
OD of Darrel exiting manhole =
31 50 inches
Size of dram pipe (if present) =
80 inches
Number of detention orifices (if present) =
I
Ai ea of detention orifice (if present) =
0 300 SQFT
Trash Rack water displacement =
3800 CF
Concrete Present to Miser Structure =_>
Total amount of concrete
Base of Riser = 16 667 CF
Riser Walls = 54 000 CF
Adjust for openings
Opening for barrel =
2 706 CF
Opening for drain pipe =
0 175 CF
Opening for detention orifice =
0 150 CF
Dote NC Products lists unit Nvt of
manhole concrete at 142 PCF
Total Concrete present adjusted for openings = 67 636 CI'
Weight of concrete present = 4604 lbs
Amount of water displaced by Rncr Structure =>
Displacement by concrete = 67 636 CF
Displacement by open air in riser = 96 000 CF
Displacement by trash iack = 38 000 CF
Total water displaced by i iser/barrel sti ucture = 201 636 CF
Weight of water displaced = 12582 lbs

NEW HILL PLACE SWMF #4 B IHNATOLYA PE
KRG 11000 12/8/2011
Calculate aistount of concrete to be added to riser =>
Safety factor to use = 1 25 (rec,ommend 1 25 or higher)
Must add = 6123 lbs concr ete for buoyancy
Conci ete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 7960 PCF
Buoyant with safety factor applied = 6368 PCF
Thef efore must add = 96 157 CF of concrete
Standai d base described above = 16 667 CF of concrete
Therefore base design must have= 112 824 CF of concrete
Calculate size of base for riser assembly = =>
Length = 8 000 feet
Width = 8 000 feet
Thickness = 22 0 inches
Concrete Present = 117 333 CF OK
Cheek validity of base as designed =>
Total Mater Displaced =
302 303 CF
Tota.1 Concrete Present =
168 303 CF
Total `Mater Displaced =
18864 lbs
Total Concrete Present =
23899 lbs
Actual safety factor =
127 OK
Results of design = =>
Base length =
800 feet
Base width =
800 feet
Base Thickness =
2200 inches
Cpl of concrete total in base =
435 CY
Conerete a>isn�t �veagltat in added base >=
142 PCF

0� w A rF9
EHR o �r
��rr 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 III) must be printed filled out and submitted along with all the required information
I PROJECT INFORMATION
289 in
Project name
New HIII Place
Contact name
Jeremy Finch PE
Phone number
919 361 5000
Date
December 9 2011
Drainage area number
SWMF #4 (POA #2)
II DESIGN INFORMATION
1915400 ft3
Site Characteristics
20 459 00 ft3 OK
Drainage area
394 218 00 ft2
Impervious area
233 48160 ft2
Percent impervious
592% %
Design rainfall depth
100 inch
Peak Flow Calculations
1 yr 24 hr rainfall depth
289 in
1 yr 24 hr intensity
not applicable in /hr
Pre development 1 yr 24 hr runoff
770 ft3 /sec
P velopment 1 yr 24 hr runoff
630 ft3 /sec
F t 1 yr 24 hr peak control
140 ft3 /sec
Storage Volume Non SA Waters
Minimum required volume
1915400 ft3
Volume provided (temporary pool volume)
20 459 00 ft3 OK
Storage Volume SA Waters Parameters
15 runoff volume
ft3
Pre development 1 yr 24 hr runoff volume
ft3
Post development 1 yr 24 hr runoff volume
ft3
Minimum volume required
ft3
Volume provided
ft3
Outlet Design
Depth of temporary pool /ponding depth (Dpi, is)
1200 in OK
Drawdown time
2 53 days OK
Diameter of orifice
250 in OK
Coefficient of discharge (Co) used in onfice diameter 0 60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 0 33 ft Provide calculations to support this driving head
Form SW401 Wetland Rev 6 11/16/09 Parts I and 11 Project Design Summary Page 1 of 3

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
20 459 00 ft2
OK
SF v Land
8 064 00 ft2
OK
hallow land percentage is
39%%
Shallow Water
8 393 00 ft2
OK
The shallow water percentage is
41%%
Deep Pool
2050
Forebay portion of deep pool (pretreatment)
2 024 00 ft2
Insufficient forebay area
The forebay surface area percentage is
10% %
1 640
Non forebay portion of deep pool
1978 00 ft2
OK
The non forebay deep pool surface area percentage is
10%%
Higher density Is required
Total of wetland zone areas
20 459 00 ft2
OK
Add or subtract the following area from the zones
0 00 ft2
More required if not planting shrubs or trees
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
36100 ft amsl
Permanent Pool Elevation (PPE)
Shallow Water /Deep Pool (top)
360 00 ft amsl
Shallow Water bottom
359 50 ft amsl
Most shallow point of deep pool s bottom
358 50 ft amsl
Deepest point of deep pool s bottom
357 00 ft amsl
Design must meet one of the following two options
This design meets Option #1
Top of PPE is within 6 of SHWT If yes
N (Y or N)
SHWT (Seasonally High Water Table)
ft amsl
OK
This design meets Option #2
and has liner with permeability < 0 01 in /hr If yes
N (Y or N)
pth of topsoil above impermeable liner
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)
36 00 in
OK
Planting Plan
Are cattails included in the planting plan?
N (Y or N)
OK
Number of Plants recommended in Shallow Water Area
Herbaceous (4 cubic inch container)
2 100
Number of Plants recommended in Shallow Land Area
Herbaceous (4 cubic inch container) OR
2050
Shrubs (1 gallon or larger) OR
328
Trees (3 gallon or larger) and Herbaceous (4+ cubic inch)
41 and
1 640
Number of Plants provided in Shallow Water Area
Herbaceous (4 cubic Inch container)
2098
Higher density Is required
Number of Plants provided in Shallow Land Area
Herbaceous (4 cubic inch container)
1994
More required if not planting shrubs or trees
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass like Herbaceous (4+ cubic Inch)
4
Form SW401 Wetland Rev 6 11/16/09 Parts 1 and 11 Project Design Summary Page 2 of 3

Additional Information
Can the design volume be contained?
Y (Y or N)
OK
DoPQ oroject drain to SA waters? If yes
N (Y or N)
Excess volume must pass through filter
is the length of the vegetated filter?
000 ft
Are „.,culations 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
252 1
OK
Approximate wetland length
282 00 ft
Approximate wetland width
112 00 ft
Approximate surface area using length and width provided
31 584 00 ftz
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 6 11/16/09 Parts I and 11 Project Design Summary Page 3 of 3

NEW HILL PLACE
KRG 11000

NEW HILL PLACE W T POND B IHNATOLYA PE
KRG 11000 SWMFNS 12/7/2011
stat=e Storage Function
Project Name
New Hill Place
Designer
B ihnatolya, PE
Job Number
KRG 11000
Date
12/7/2011
Storage va Stage
120000 - - - — -- -- — u
f
100000
y = 13186x123 '
80000 R =0999
t,
d
60000
P
N 40000
1
20000 -- 0,00000000,ow000
i
0
00 1 0 20 5fege (featk 0 50 60 70
b = 1 123
ffi--
Average
Incremental
Accumulated
EStlmated
Contour
Contour
Contour
Contour
Volume
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(CF)
35200 _ _ -00--
11 228
352 50
05
13 390
_
~ 12309
_
1---6-155
w
w 6155 _
a
_ 0 51
-
354-00
i 2 0
15470
1430
21645
27800
1 94
3-3606-1
4 0 -1
1844-2
1695 6
33912
_ 61712 r
-194-
3-95
35800
IF -60 1
21 639
200471
4000
101793
6 17
_
Storage va Stage
120000 - - - — -- -- — u
f
100000
y = 13186x123 '
80000 R =0999
t,
d
60000
P
N 40000
1
20000 -- 0,00000000,ow000
i
0
00 1 0 20 5fege (featk 0 50 60 70
b = 1 123

NEW HILL PLACE WE k POND 13 MAT®LVA PE
KRG 11000 SWMFkg 12/7/2011
_> Staffe
Storaffe Function
X9 =
1, 186
b =
1 12,
Zo =
,52 00
;vatson Moi see
feel., len Isere feet,
352 20
2164 -1 --T-036
050 -j 1
35240
352 60
4712 ' w0 106 1
7430 H ® 171 -�
3§2-6-O--
10263
0 236
353 00 �
13196 1
0 .x_03
-35320 #
16162
0 371
_A
35340
._ _� .l
19240 z
0 442
353 60
22353
0 513
35390 i-25-514-1
0_5_66 r
35400
26719
0 659
354 20
31963 1--0
734
4
35440
35244 } -649-1
T54-60-
38559 T
-6-995 _ 1
_
354 80
_ _ �
4 1-9-66-
_
962 i
355-00
_#
45281 i
_0
1 040
35520
-3-55-4-0 Y
48685
1 118
5_2115
1 196
360
_
55570
1_27_6
_55
,55 80
59049 I
1_356 1
356 00
62550
1 436
35620 1
66073
1 517
356 40 j
69616 ,
1 598
33-6-6O— T
73180
1 680
356 80 { 76762 --a
1762
357 �
00
60363 r
1-9 45
.�
35720
63962
357 40
87616 r
-1921 ^
2011
---4-127O
357 00w
2 095
-257190 1
_ _
943_39 _
2-17-9
­
3586-6-T �
98623 1
2 264

Subsection Outlet Input Data
Label SWMF #8
Requested Pond Water Surface Elevations
Minimum (Headwater) 352 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 358 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser 1
Forward
Culvert 1
35500
35800
Orifice Circular
Orifice 1
Forward
Culvert 1
35200
35800
Culvert Circular
Culvert 1
Forward
TW
34650
35800
Tailwater Settings
Tailwater
(N /A)
(N /A)
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Subsection Outlet Input Data
Label SWMF #8
Structure ID Riser 1
Structure Type Inlet Box
Number of Openings
1
Elevation
355 00 ft
Orifice Area
16 0 ft2
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
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Subsection Outlet Input Data
Label SWMF #8
Structure 1D Culvert 1
Structure Type Culvert Circular
Number of Barrels
1
Diameter
24 0 In
Length
75 00 ft
Length (Computed Barrel)
75 00 ft
Slope (Computed)
0 007 ft/ft
Outlet Control Data
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
TI ratio (HW /D)
1 157
T2 ratio (HW /D)
1 303
Slope Correction Factor
0 500
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
Ti Elevation 348 81 ft T1 Flow
15 55 ft3 /s
T2 Elevation 349 it ft T2 Flow
17 77 ft3 /s
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Subsection Outlet Input Data
Label SWMF #8
Structure ID Orifice 1
Structure Type Orifice Circular
Number of Openings
1
Elevation
352 00 ft
Orifice Diameter
2 5 In
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0 01 ft
Tailwater Tolerance
0 50 ft
(Maximum)
Headwater Tolerance
001 ft
(Minimum)
Headwater Tolerance
(Maximum)
0 50 ft
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
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Subsection Composite Rating Curve
Labe! SWMF #8
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
35200
000
(N /A)
000
35220
005
(N /A)
000
35240
009
(N /A)
000
35260
012
(N /A)
000
35280
014
(N /A)
000
35300
0 16
(N /A)
000
35320
0 17
(N /A)
000
35340
019
(N /A)
000
35360
020
(N /A)
000
35380
021
(N /A)
000
35400
023
(N /A)
000
35420
024
(N /A)
000
35440
025
(N /A)
000
35460
026
(N /A)
000
35480
027
(N /A)
000
35500
028
(N /A)
000
35520
458
(N /A)
000
35540
1244
(N /A)
000
35560
2261
(N /A)
000
35580
3462
(N /A)
000
35600
4500
(N /A)
000
35620
4555
(N /A)
000
35640
4609
(N /A)
000
35660
4663
(N /A)
000
35680
4715
(N /A)
000
35700
4768
(N /A)
000
35720
4820
(N /A)
000
35740
4871
(N /A)
000
35760
4922
(N /A)
000
35780
4972
(N /A)
000
358001
50211
(N /A) 1
000
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Lontriouting structures
(no Q
Riser 1 Orifice 1 Culvert
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
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Watertown CT 06795 USA [phone]

Subsection Composite Rating Curve
Label SWMF #8
Composite Outflow Summary
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Contributing Structures
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
i (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Orifice
1 Culvert
1 (no Q Riser
1)
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Orifice
1 Culvert 1
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
Riser
1 Culvert
1 (no Q Orifice
1)
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1rV
R AMT CASf-
i� p�For� CtaEl4�
Subsection Outlet Input Data
Label SWMF #8 WC
Requested Pond Water Surface Elevations
Minimum (Headwater) 352 00 ft
Increment (Headwater) 0 20 ft
Maximum (Headwater) 358 00 ft
Outlet Connectivity
Return Event 100 years
Storm Event 100 Year
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser 1
Forward
Culvert 1
35500
35800
Culvert Circular
Culvert 1
Forward
TW
34650
35800
Tadwater Settings
Tailwater
(N /A)
(N /A)
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Subsection Outlet Input Data Return Event 100 years
Label SWMF #8 WC Storm Event 100 Year
Structure ID Riser 1
Structure Type Inlet Box
Number of Openings
1
Elevation
355 00 ft
Orifice Area
16 0 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning s n
0 000
Kev Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
Structure ID Culvert 1
Structure Type Culvert Circular
Number of Barrels
1
Diameter
24 0 in
Length
75 00 ft
Length (Computed Barrel)
75 00 ft
Slope (Computed)
0 007 ft/ft
Outlet Control Data
Manning s n
0 013
Ke
0 500
Kb
0 012
Kr
0 500
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
y
06700
T1 ratio (HW /D)
1 157
T2 ratio (HW /D)
1 303
Slope Correction Factor
0 500
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Subsection Outlet Input Data
Label SWMF #8 WC
Return Event 100 years
Storm Event 100 Year
Use unsubmerged inlet control 0 equation below T1
elevation
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control
Interpolate between flows at T1 & T2
TI Elevation 348 81 ft T1 Flow 15 55 ft3 /s
T2 Elevation 349 11 ft T2 Flow 17 77 ft3 /s
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Subsection Outlet Input Data
Label SWMF #8 WC
Structure ID TW
Structure Type TW Setup DS Channel
Tallwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tallwater Tolerance
0 01 ft
(Minimum)
Tallwater Tolerance
0 50 ft
(Maximum)
Headwater Tolerance
0 01 ft
(Minimum)
Headwater Tolerance
0 50 ft
(Maximum)
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
Return Event 100 years
Storm Event 100 Year
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Subsection Composite Rating Curve
Label SWMF #8 WC
Composite Outflow Summary
Return Event 100 years
Storm Event 100 Year
Water Surface Flow Tailwater Elevation Convergence Error
Elevation MIN (ft) (ft)
(ft)
35200
000
(N /A)
000
35220
000
(N /A)
000
35240
000
(N /A)
000
35260
000
(N /A)
000
35280
000
(N /A)
000
35300
000
(N /A)
000
35320
000
(N /A)
000
35340
000
(N /A)
000
35360
000
(N /A)
000
35380
000
(N /A)
000
35400
000
(N /A)
000
35420
000
(N /A)
000
35440
000
(N /A)
000
35460
000
(N /A)
000
35480
000
(N /A)
000
35500
000
(N /A)
000
35520
429
(N /A)
000
35540
1214
(N /A)
000
35560
2230
(N /A)
000
35580
3434
(N /A)
000
35600
4500
(N /A)
000
35620
4555
(N /A)
000
35640
4609
(N /A)
000
35660
4663
(N /A)
000
35680
4715
(N /A)
000
35700
4768
(N /A)
000
35720
4820
(N /A)
000
35740
4871
(N /A)
000
35760
4922
(N /A)
000
35780
4972
(N /A)
000
358001
50211
(N /A) 1
000
c,ontriouring Structures
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
i Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
(no Q Riser
1 Culvert 1)
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Subsection Composite Rating Curve
Label SWMF #8 WC
Composite Outflow Summary
KRG11000 ppc
1/5/2012
Bentley Systems Inc Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown CT 06795 USA [phone]
Return Event 100 years
Storm Event 100 Year
Bentley PondPack V8i
[08 11 01 51 ]
Page 62 of 63
Contributing Structures
(no Q Riser 1 Culvert
1)
(no Q Riser 1 Culvert
1)
(no Q Riser 1 Culvert
1)
(no Q Riser 1 Culvert
1)
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
Riser
1 Culvert
1
KRG11000 ppc
1/5/2012
Bentley Systems Inc Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown CT 06795 USA [phone]
Return Event 100 years
Storm Event 100 Year
Bentley PondPack V8i
[08 11 01 51 ]
Page 62 of 63

NEW MILL PLACE
KRG 11000
SWMFhl & -WET DETENTION POND B IHNATOLYA PE
Above NWSE 12/7/2011
STAGE STORAGE FUNCTION AROVR NORMAL POOL
KS = 13186
b= 1123
Storage vs Stage
Average
Incremental
Accumulated
Estimated
100000
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S Fun
(feet)
(feet)
(SF)
(SF)
(CF)
(Cf)
(feet)
3S200
000
11 228
N
40000
352 50
0 50
13 390
_ i2309
_ 6155
0 51
35400
—i56
200
15 470 W
14430
21645
27800
194
00__
400
18 442 --
1695G --
33912
61712 —
— 3 95
35800
600
21 639
20041
40081
101793
6 17
KS = 13186
b= 1123
Storage vs Stage
120000
--r- - — - --- -- - - -�-�
100000
�
6
y = 13186x' 123
R = 0 999
80000
v
m
60000
F
s
N
40000
20000
0
000
1 00 200 300 400 500 600 700
Stage (feet)
KS = 13186
b= 1123

NEW HILL PLACE SWMFUR-W` ET DETENTION POND B IHNATOLYA PE
KRG 11000 Below IZ WSE Maim Pool 12/7/2011
STAGE STORAGE FUNMON MAIN POOL
Storage VS Stage
30000 - - - - - -
25000 Y = 1444 ?.1 575 �
R = 0 999
20000
15000
Q
C40 10000
5000
r
0 +�
000 1 00 200 300 400 500 600 700
Stage (feet)
K5 = 1444
I9 _ 1 575
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S F).n
(feet)
(feet)
(so
(Sr)
(CF)
(CF)
(feet)
34550
000
1984
34600
050
2 295
2140
1070
1070
0 83
_ 348 00 _
2-5O
3 524 ____—
2910
— 5819 ti
6889 _
270
350 00
4 50
5 075
4300
8599
_ 15488✓
451 _
u 35150
600
6 421
5748
8622
24110
_ 597
352 OO w
6 50 Y
8 288 �u
7355 N
3677 ~
27787
654
Storage VS Stage
30000 - - - - - -
25000 Y = 1444 ?.1 575 �
R = 0 999
20000
15000
Q
C40 10000
5000
r
0 +�
000 1 00 200 300 400 500 600 700
Stage (feet)
K5 = 1444
I9 _ 1 575

MEW MILL PLACE SWMFOR -WET DETENTION POND l3 MATOLYA PE
KRG 11000 Below NWSE Forebay 12/7/2011
,STAGE STORAGE FUNCTION NORTH FORERAY
Storage vs Stage
8000
7000
6000 y = 177 6),2 011
R2 = 0 998
5000 t
4000
o
3000 I
2000 1
1000
0
000 1 00 200 300 400 500 600 700
Stage (feet)
F----Ks = 1776
---b = 2 011
Average
incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S S Rn
(feet)
(feel.)
(Sr)
(SF)
(CF)
(CF)
(feet)
34600
000
120
34800
200
_
_609__
_
365
_ _
729_u
_ _
729 G —�
2 02
350 00
400
1417
1013 -- _
2026 --
2755
—Y-9i-
35150
5 50
2 193
1805
2708
5463
549
35200
6 00
�4 2 940
2567
1283
6746
6 10
Storage vs Stage
8000
7000
6000 y = 177 6),2 011
R2 = 0 998
5000 t
4000
o
3000 I
2000 1
1000
0
000 1 00 200 300 400 500 600 700
Stage (feet)
F----Ks = 1776
---b = 2 011

NEW HILL PLACE SWMF#S -DIET DETENTION POND B IHNATOLYA PE
KRG 11000 Summary 12/7/2011
I TOTAL VOLUME OF FACILITY
Volume of Main Pool =
Volume of Forebay =
Total Volume Below NWSE =
27 787 cf
6 746 cf
34 533 cf
079 acre ft
Total Volume Above NWSE = 101 793 cf
234 acre ft
Total Volume of Facility = 136 325 cf
3 13 acre ft
I/ FORESAY PERCENTAGE OF PERMANENT POOL VOLUME
Per IVCDWQ design guidelines the forebay volume should equal approximately
201 oy the rota/ permanent pool volume
Total Volume Below NWSE = 34 533 cf
Volume of Forebay = 6 746 cf
/ Forebay = 195/
III AVERAGE DEPTH OF POND
Total Volume Below NWSE = 34 533 cf
Surface Area at NWSE = 11 228 sf
Average Depth = 308 ft

NEW BILL PLACE SWM $8 -WET DETENTION POND B IHNATOLYA PE
ICRG 11000 Surface Area Calculation 12/8/2011
WET DETENTION BA§lW SUMMARY "
From Stormwater Rest Management practices Manual NCDENR Division of Water Quality October 2007
Eater the drainage area characteristics = =>
Total drainage area to pond = 918 acres
Total impervious area to pond = 341 acres
Note The basin must be sized to treat all impervious surface runoff droining into the pond notlust the impervious
surface from on site development
Drainage area = 918 acres @ 371% impervious
Estimate the surface area required at pond normal pool elevation = =>
Wet Detention Basins are based on an minimum average depth of = 308 feet (Calculated)
From the DWQ BMP Handbook (1012007) the required SA /DA ratio for 90% TSS Removal = =>
30
308
35
Lower Boundary => 300 19
18
Site / impervious => 371 233
230
22
Upper Boundary => 400 25
23
Therefore SA /DA required =
230
Surface area required at normal pool =
9203
ft'
=
0 21
acres
Surface area provided at normal pool =
11 228
ft

NEW MILL PLACE WATER QUALITY VOLUME CALCULATIONS
KRG 11000 SWMF, #g 1 "WQV ®L
__> Determination of ►Water Quality Volume (I I Rainfall Depth)
Proposed Conditions =_>
WQ v = (P) (R I )(A)112
whet e
Input data
WQv = water quality volume (en acre ft)
Rv = 0 05 +0 009(I) where I is percent impervious cover
A = as ea in acres
P = rainfall (in inches)
Total area A =
9 18
acres
=
399 881
sf
Impervious area =
341
acres
=
148 540
sf
Percent impervious cover I =
37 1
%
Rainfall P =
10
inches
Calculated values
Rv= 0 -38
WQv= 0 294 acre ft
12 80-7 cf
—> Associated Depth ahote IYet Pond Permanent Pool
ICs =
1318E
b =
1 123
V =
12807
Normal Pool Elevation =
-352 00 feet
WQ Elevation =
-)297 feet
B IHNATOLVA PE
12/8/2011

NEW MILL PLACE WQ VOLUME
kRG 11000
SIPHON DESIGN
D orifice =
25 inch
# ormces =
1
hs =
13186
b =
1 123
Cd siphon =
060
Top of Riser Elevation =
35500 feet
Normal Pool Elevation =
35200 feet
WQ Volume =
45281 cf
Temporary Pool W S Elev =
35500 feet
Using the average head over the orifice (assuming average head is
one third the total depth) the result would be
Average driving head on orifice = 1 000 feet
Orifice composite loss coefficient = 0 600
Cross sectional area of 0 75 orifice = 0 034 sf
Q = 0 1641 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 3 19 days
Conclusion Use 1 2 5 Diameter PVC inverted siphon to drawdown the accumulated volume
from the 1 storm runoff with a required time of about 3 19 days
B IHNATCLYA PE
12/9/2011

New Mill Place ® SWMF #8
Project # IRG 11000
VELOCITY DISSIPATOR DESIGN
Designed By B IhR2t01y2
VelocIb DissipRfor, — SWMF 98
NRCD Land Quality Section
Pipe Desigia
Entering the following values will piovide you with
the expected outlet velocity and depth of flow in a
pipe assuming the Mannmgs roughness number is
constant over the entire length of the pipe
flow Q in cfs 3 13 Flow depth (ft) = 0 56
slope S in % 0 667 Outlet velocity (fps) = 4 381
pipe diametei D in in 24
Manning number n 0 013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diametei (ft) 200
Outlet velocity (fps) 4 38
Apron length (ft) 1200
AVG DIAM
STONE
THICKNESS
(inches)
CLASS
(inches)
3
A
9
»6
B
22«
13
B or 1
22
23
2
27
Width CaEc uEa non
WIDTH = La + Do
WffDTH= 1200 +200
W1111TH = IA RQ Fr PT
CONCLUSION
Use S" DIA. NCIIOT Class 111' REp Rap
I2'L k 14'W 1, 2299 Thock

AHE VOLUME CALCULATORS, PYRAMIDLONG
Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all known values in the form below and press the "CALCULATE" button
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WIDTIII(W1) II LENGTH I(L1) II WIDTH2 I HEIGHT II VOLUME
I I I
Flic answet th -It you can copy fot othct use
CALCULATE 11 RESET-� E8
SI-LEC T ANO I HER SHAPE
Go to Unit Comeision Page
http / /www abe msstate edu/ —fto /tools /vol /pytamidlong html 12/8/2011

NEW HILL PLACE SSWMF, #g B IHNATOLVA PE
KRG 11000 12/8/2011
Input Data =>
Sgua>re Rage>rffla>rre9 Anti Flotation Calculation Sheet
Inside length of reset =
400 feet
Inside width of riser =
400 feet
Wall thickness of i iser =
600 inches
Base thickness of riser =
800 inches
Base length of riser =
500 feet
Base width of risei =
500 feet
Inside height of Riser =
8 50 feet
Concrete unit weight =
1420 PCF
OD of barrel exiting manhole =
31 50 inches
Size of diam pipe (if present) =
80 inches
Number of detention orifices (if present) =
0
Area of detention orifice (if present) =
0 000 SQFT
Trash Rack water displacement =
3800 CF
Concrete present in Miser Structure = =>
Total amount of conci ete
Base of Riser = 16 667 CF
Risei Walls = 76 500 CF
Adjust for openings
Opening for barrel = 2 706 CF
Opening for drain pipe = 0 175 CF
Opening for detention orifice = 0 000 CF
Note NC Products lists unit wt of
manhole concrete at 142 PCF
Total Concrete present adjusted for openings = 90 286 CF
Weight of concrete present = 12821 lbs
Amount of mater displaced by Riser Structure =>
Displacement by concrete = 90 286 CF
Displacement by open air in riser = 136 000 CF
Displacement by trash rack = 38 000 CF
Total water displaced by riser/barrel sti ucture = 264 286 CF
Weight of watei displaced = 16491 lbs

NEW HILL PLACE SWMI, 48 B IHNATOLYA PE
XRG 11000 12/8/2011
Calculate antumat of concrete ter be added to Fi&eF =>
Safety factor to use = 1 25 (recommend 1 25 or higher)
Must add = 7794 Ibs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 7960 PCF
Buoyant with safety factor applied = 6368 PCF
Therefore must add = 122 388 CF of concrete
Standard base described above = 16 667 CF of concrete
Thei efore base design must have= 139 055 CF of concrete
Calculate size of base for riser assejubly =>
Length = 8 000 feet
Width = 8 000 feet
Thickness = 270 inches
Concrete Pi esent = 144 000 CF OK
Check validity of base as designed =_>
Total Water Displaced = 391 620 CF
Total Concrete Present = 217 620 CF
Total Water Displaced = 24437 lbs
Total Concrete Present = 30902 lbs
Actual safety factof = 126 OK
Results of design =>
Base length =
8 00 feet
Base width =
8 00 feet
Base Thickness =
27 00 inches
CY of concrete total in base =
533 Cpl
Concrete unit weight un addled base >=
142 PCF

Permit No
(to be prov ded by DWQ)
0 ffl�WA
of w a rF9
WD04R
s
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out pnnted and submitted
The Required Items Checklist (Part III) must be printed filled out and submitted along with all of the required information
I PROJECT INFORMATION
35200 fmsl
Protect name
_ not applicable fmsl
New Hdl Place
Contact person
Jeremy Finch PE
Phone number
345 50 fmsl
919 361 5000
Date
Data not needed for calculation option #1 but OK if provided
12/9/2011
Drainage area number
Y (Y or N)
SWMF #8 (drains to POA #1)
11 DESIGN INFORMATION
OK
Site Characteristics
Drainage area
399 881 ftz
Impervious area post - development
148 540 ftz
/ Impervious
3715 /
Design rainfall depth
10 In
Storage Volume Non SA Waters
Minimum volume required
Volume provided
Storage Volume SA Waters
15 runoff volume
Pre development 1 yr 24 hr runoff
Post development 1 yr 24 hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the 1yr 24hr storm peak flow required
1 yr 24 hr rainfall depth
Rational C pre development
Rational C post - development
Rainfall Intensity 1 yr 24 hr storm
Pre development 1 yr 24 hr peak flow
Post - development 1 yr 24 hr peak flow
Pre /Post 1 yr 24 hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx at the perm pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout top elevation (bottom of pond)
Sediment cleanout bottom elevation
Sediment storage provided
Is there additional volume stored above the state required temp pool?
Elevation of the top of the additional volume
12 807 ft3 OK
45 281 ft3
OK volume provided is equal to or In excess of volume required
not applicable ft3
ft3
ft3
ft3
ft3
Y (Y or N)
29 In
no pre to pond (umtless)
Pond CN 75 (unitless)
n/a (using CN) In /hr OK
830 ft3 /sec
820 ft3 /sec
-010 ft3 /sec
355 00 fmsl
35200 fmsl
_ not applicable fmsl
35250 fmsl
35150 fmsl
Data not needed for calculation option #1 but OK If provided
345 50 fmsl
344 50 fmsl
Data not needed for calculation option #1 but OK if provided
100 ft
Y (Y or N)
355 0 fmsl
OK
Form SW401 Wet Detention Bas n Re 8 9/17/09 Parts I & 11 Design S mmary Page 1 of 2

II DESIGN INFORMATION
Surface Areas
area temporary pool
Area REQUIRED permanent pool
SAIDA ratio
Area PROVIDED permanent pool AP n_pwi
Area bottom of 10ft vegetated shelf Abo, �h if
Area sediment cleanout top elevation (bottom of pond) Ab t-po d
16 956 il'
9203 ft
2 30 (unitless)
11 228 ft` OK
8 614 ft'
1984 ft`
Volumes
OK
Volume temporary pool
45 281 ft3
Volume permanent pool Vp rm -pool
34 533 ft3
Volume forebay (sum of forebays if more than one forebay)
6 746 ft3
Forebay / of permanent pool volume
195/ /
SAIDA Table Data
OK
Design TSS removal
90 /
Coastal SAIDA Table Used?
N (Y or N)
Mountain/Piedmont SA/DA Table Used?
Y (Y or N)
SAIDA ratio
230 ( unitless)
Average depth (used in SA/DA table)
Calculation option 1 used? (See Figure 10 2b)
Y (Y or N)
Volume permanent pool VP im -pool
34 533 ft'
Area provided permanent pool Ap rmpwi
11 228 ft'
Average depth calculated
308 ft
Average depth used in SAIDA d (Round to nearest 0 5ft)
31 It
Calculation option 2 used? (See Figure 10 2b)
N (Y or N)
Area provided permanent pool AP.-P.,
11228 ft`
Area bottom of 1 Oft vegetated shelf Ab t helf
8 614 W
Area sediment cleanout top elevation (bottom of pond) Ab t, d
1984 fe
Depth (distance b/w bottom of 1Oft shelf and top of sediment)
600 ft
Average depth calculated
It
Average depth used in SA/DA d (Round to nearest 0 5ft)
ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if non - circular)
Coefficient of discharge (CD)
Driving head (H )
Drawdown through weir?
Weir type
Coefficient of discharge (C )
Length of weir (L)
Driving head (H)
Pre development 1 yr 24 hr peak flow
Post - development 1 yr 24 hr peak flow
Storage volume discharge rate (through discharge onfice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & onfice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
)rain mechanism for maintenance or emergencies is
Y (Y or N)
250 in
in
060 ( unitless)
100 ft
N (Y or N)
not applicable (unitless)
not applicable (unidess)
not applicable It
not applicable ft
830 ft3
/sec
8 20 ft3 /sec
016 ft3 /sec
319 days
Na
OK
OK
OK
OK draws down in 2 5 days
Permit No
(to be provided by DWQ)
3 1
OK
10 1
OK
10 0 ft
OK
2 1
Insufficient flow path to width ratio Must not short circuit pond
18 1
OK
Y (Y or N)
OK
21ft
OK
N (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
8 inch diameter plug valve
F mt SW401 Wet Detention Basin Rev 8 9/17/09 Parts I & 11 Design Summary Page 2 of 2

NEW MILL PLACE
KRG 11000

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