20091346 Ver 3_Stormwater Info_20120612

THE TOWM OF — — — — — — — — -- - -- — — -- — — — —
Holly
Springs
NORTH CAROL 1 M A -- - -- — - - - - - -- TO 0'0` 1Q —OF HOLL 1 SPRINGS -- -- --
S144NOE HOLLY SpR1`
E m tl CS OPERATIONS AND MAINTENANCE
Sery d
sfom,W� AGREEMENT & MANUAL COVER SHEET
M genre t �
N NfERtNG DEPA�M�
NEW DILL PLACE — PRASE 1 SECTION 2
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
dgeor a a,krterealty com
Design Engineer
Beth Ihnatolya PE
PO Box 14005
RTP NC 27709
[phone] Office
[phone] Fax
ihnatolya@.Iohnrmcadams 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
9 25 09
Page 1 of 7
') C, 1

Structural Stormwater Best Management Practice (BMP) Maintenance Agreement
SWMF 96 (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
1 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
Protect Name & Phase New Hill Place — Phase 1 Section 2 and Thoroughfare
Information The wet pond (SWMF #6) will be constructed and maintained by KRG New Hill Place, LLC
Attn David George Phone [phone] Fax [phone] email dgeorgenkitereal , 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 2 and Thoroughfare
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

Protect Name & Phase New Hill Place — Phase 1 Section 2 and Thoroughfare
Type of BMP Wet Pond (SWMF #6) Type of BMP
This manual established procedures for maintenance and operation of the wet pond (SWMF #6)
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 b 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/debris is present
Remove the trash/debris
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
9 25 09

16024 O &M Document Page 5 of 7
9 25 09
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 riprap 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
riprap if needed to prevent future
erosion problems
Weeds are present
Remove the weeds preferably by
hand If pesticide is used wipe it on
the plants rather than spraying
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
9 25 09

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 416037) 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 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 main pool and forebay both be
cleaned out when the accumulated sediment depth equals 1 foot (elevation 315 00 in forebay and elevation 314 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 0 &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 !12x 11 Location Map)
(attach 8 % x 11 copy of Recorded Plat(s))
(attach the Stormwater Management Plan including form 416012 and As- builts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
9 25 09

Holly Springs, North Carolina
Owner/Financially Responsible Party:
KRG New Hill Place, LLC
30 S. Meridian St., Suite 100
Indianapolis, IN 46204
Prepared By:
The John R. McAdams Co, Inc.
PO Box 14005
RTP, NC 27709
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 I of 7
9 09

Structural Star water Best Management Practice, (PMP) Mainter anceAgreement
SWMF #6 (Wet Pond)
Note: Maintenance intervals of the various overall BMP components is listed below. See section
I and 11 of the attached Operations and Maintenance Manual for detailed maintenance procedures
,associated with the items below.
Signature:
Date:
1, - --- --, 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
915,09

OPERATIONS & MAINTENANCE MANUAL
Date Constructed:
Location:
Receiving Watercourse(s).-
16024 O&M Document
9,25
Exarrple add Teoundme
ExaTple add Till iLnfo - - - - - --- - ------------ - --
Example add s p ill wqy channel ire car
4'x 4' ' quqre Concrete
24 " 0-riM RCP
NCDOT Class 'B'Rllara 121 x 14'W x 22 " Thick

reject Name & Phase: New Hill Place — Phase I Section 2 and Thoromhfare
........ .................. .. ... . .... ...
Type of BMP: Wet Pond (SWMF #�)_ Type of BMP:
1. MAINTENANCE
UMM=
Important Maintenance Procedures:
Detailed Maintenance Procedures:
9RIM
Drainage area of the BMP
the wet detention basin
or sale The pipe is clogged. Unclog the pipe. lispo
sediment properl
The pipe is cracked or otherwise Replace the pipe.
damaged.
16024 O&M Document Page 4 of 7
9,25.09

Erosion is occurring in the swdle.
Regrqoqjhe, Swale if necessary to_
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid future
problems with erosion.
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.
Erasion has occurred.
provide additional erosion protection
such as reinforced turf matting or
riprap if needed to prevent future
erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. if pesticide is used, wipe it on
the plants rather than Wravinn.
Main treatment area
111110111.41111111
lean out the outlet device and
,operly dispose sediment.
-pair or replace the outlet device.
antact the TOHS Engineering
edrtment

A. Record Keeping
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. he 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 For 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,
Quarterlv Oneration and Maintenance LWs - 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,
0 Annual insnection and maintenance certifications - must be filed with the TONS, 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 bard 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
16024 O&M Document Page 6 of"
915:09

III . INSPECT.1"ON, OPERATION&, MAINTENANCE LOGS
(attach a blank copy of the applicable O&M lox for each BMP)
(attach 8 Y2 x I I Location Map)
(attach 8 !/? x 1I copy of Recorded Plat(s))
(attach the Stormwater Management Plan, includingform #16012 andAs-builts)
(attach Engineer Certiflicationsfor construction o`each BMP)
16024 O&M Document Page I of 7
925,09

Holly Springs, North Carolina
Owner/Financially Responsible Party:
KRG New Hill Place, LLC
30 S. Meridian St., Suite 100
Indianapolis, IN 46204
Prepared By:
The John R. McAdams Co, Inc.
PO Box 14005
RTP, NC 27709
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 i or7
9 25;09

Structural Stormwater Best Management V'ractice..(OMP) Maintenance AgrPicruept
SWMI7#8 (Wet Pond)
Note: Maintenance intervals of the various overall Bill' components is listed below. See section
I and 11 of the attached Operations and Maintenance Manual for detailed maintenance procedures
associated with the items below.
Signature: Date:
1, , 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,
on
My Commission Expires:
16024 O&M Document Page 2 of 7
9.2 .09

OPERATIONS & MAINTENANCE MANUAL
Project Name & Phase: New Hill Place — Phase I Section 2 and Thoroughfare
Arm- Davia (jeorge. Fri h (3 17) '/ 13 7) U��7) 5 11 - i S 9 ge(WRitereafLy.com. I
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:
Receiving Watercourse(s):
Contractor:
(applicable structure)
(applicable structure)
(applicable structure)
Material Supplies:
Riser Structure
Outlet Barrel
Riprap Velocity Dissipator
New Hill Place — Phase I Section 2 and Thgrou hfare
Unnamed Tributgy-tea Little Branch
ExaTele add iTpoundment & dam i�fo.
ExaTple add �pillwqy itnLo.
uare Concrete
!g RCP
"lass 'BRiprep 121
16024 O&M Document Page 3 cif'
9.25M
x 14'Wx 22 " Thick

device: pipe or Swale
16024 O&M Document
915,09
i

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
property dispose sediment.
The outlet device is damaged,
Rep air or replace, the outlet device.
Receiving water
Erosion or other signs o f d amage
Contact the TOHS Engineering
have occurred at the outlet.
Department
16024 O&M Document Page 5 of 7
9.25.09

16024 O&M Document Page 6 of 7
915.09

16024 OcYta11 Documcnt Page 7 of 7
,25M

General Site Descrintion
Located adjacent to NC Highway 55, at its northwest intersection with New Hill 'load (S.R.
1152) in Holly Springs, North Carolina, is the proposed commercial ' development currently
known as New Mill 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 2 of the project along
with the stormwater management facilities associated with this area. The stormwater
management facilities designed for this submittal (SWMF 5, #6, and #) are designed for the
ultimate buildont of the thoroughfare and the future phase of New Hill Place. The final design
calculations for SW F ##1, ##2, #3, and #4 were previously submitted to and approved by the
Town under separate cover as part of Phase 1 Section 1.
New .Hill Place is located within the Cape Fear liver basin and will be subject to the storrnwater
management requirements set forth in Section 8, Article 5 of the Town of Holly Springs Cede of
Ordinances NPDES Phase 11 Post - Construction Story water 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 2, along
with final designs of only the proposed stormwater management facilities that are located in this
area (SWlv1F 5, ##6, ## that will be used to mitigate the impacts, Please refer to the previously
approved Phase 1 Section 1 plans/calculations for details associated with SWl 1F ##1, 2, #3; and
##f
All development for which a land disturbance permit is required (20, 000 sg4ft. or greater, of
disturbed area) shall implement Structural and Non-Structural .P .Ps that comply with each
of the following performance standards. The Structural al an Non-Structural ; MPs shall
control and treat:
1. The difference in stormwater runoff` peak discharge rate leaving the project site
between the pre and post- Development conditions for, at , x minimum, the ]-Year,
2 w oar Storm (2.83 inches). Runoff volume drawdown time shall be a minimum 0
twenty-four (24) hours, but not more than one hundred and twenty (120) hours.
2, The total nitrogen N export limitations, in a manner consistent with the Neuse
Basin Rules, 15A NC AC 2B.0233, will be required throughout the Town and extra
territorial jurisdiction. The Town Council may establish fee in lieu far nitrogen
export and may amend and update the fees andpolici s from time to time. Fee costs
and policies will be outlined in the Design Manual:

A minimum of 8,5,% a.verqgq annual removalfor Total Suspended Solids (TSS),-,
4. General engineering design criteria for all projects shall be itz accordance with 15A
NCAC 2H. 10080, as explained in the Design Manual;
All Built- Upon Area shall be at a minimum of 30 feet landward of all perennial and
intermittent surface waters, as described in Section 7 06 of UDO,
Addressing Current 'tor water Erna argent RCgulations
Discussion oQIt ra sera, Ex
gort,falculations
Ifni

plan design for Isle ,w,lilt ll Place, will I be required to demonstrate that the 100 -yea r post-
development peak flowrates exiting the property are less than or equal to the 100-year post-
development peak flowrates within the receiving downstrearn Forest Springs Subdivision
tributaries listed in the Forest Springs Subdivision flood study.
Calculation Methogelo
2) The 1-year / 24-hour design stortri is assumed to be a total rainfall depth of 2.89 inches,
assuming an S Type 11 rainfall distribution.
3) Existing topographic information is a combination of boundary surveys by Withers and
Ravenel Kenneth Close Surveying, LIDAR aerial topographic mapping from NC Floodmaps,
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
rm
deteined to be from either hydrologic soil group (HSG) '13' 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 (S CS CN).
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,

6) In the pre-development condition, the times of concentration are calculated using S TIC -55
(Segmental Approach, 1986). The Te 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 ti; es of concentration to each storniwater facility are assumed to be 5
minutes in the post-development condition. This is a conservative assumption.
8) PondPack- Version V8i was used in determining the pre- & post-development peak flow rates
for the 1-, 10-, and 100-year storm events, as well as routing calculations for the proposed
stormwater management facilities.
9) The stage-storage functions for the proposed stormwater management facilities were all
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 the
N.C. Stormwater Best Management Practices manual (NCDENR July 2007). The normal
pool surface area for each wetland facility was sized using the runoff volume cornputed using
the Simple Method and a maximum ponding depth of 12-inches,
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, just 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 minimum of approximately 1.0-ft of freeboard
between the peak elevation during the "worst case" scenario and the top of the dam for
each facility.
-Conclusion
Kim
E1121MIL
1. The proposed site impervious surface exceeds the amount accounted for in this report.

POINT OF ANALYSIS #2
Return Period Pre-Development
test - Development
Increase
% Increase
[efs]
[ f's]
[cis]
1 %]
T- 'Fear T7
6.
ml.
-19%
100 -Year 259.9
101.2
-158.
-61%
POINT OF ANALYSIS I #3

NEW HILL PLACE SUMMARY OF RESULTS m SWMF
RG- I 1 000
S'ITORMWATER MANAGEMENT FACILITY
Return -Period Inflow Outiln
[cfs [efs]
I -Year 43.8 _ O.6
10 -Year 92.E 28.2
1011 -Year (Siphon UncI e) 133.E 40,
100-Year (Siphon Elc ed) 1318 35.6
B. II- NAT OLYA; PE
1/19/201
Max. WSE
rll

NEW HILL PLACE SUMMARY OF RESULTS
B. 114NATOLYA, Iglu
KRO -1 000
1/19/2012
STORMWATER MANAGEMENT FACILITY #4
Return Period
Inflow
Outflow
Max, WSE
[cfs]
[cfs] _
[fl)
I-Year
42.5
0.6
32165
1 it -Year
85.1
15.1
323.42
100-Year (Siphon Unclogged)
120.4 _
40,O
324.28
100 -Year (Siphon Clogged)
120.4
4L8
324,88
De Area —
16.58
acres
Desl tz Ise ervictxs Area -
9,74
acres
Top of Darn =
326.00
ft
Normal 'nel Elevation —
320.00
It
Surface Area at NWSE
24825
sf
Required Surface Area at N1�SE =
23289
sf
Riser Len tlz =
4
ft
Miser Width =
4
ft
Riser Crest —
3 100
It
Barrel Diameter =
24
inches
of Barrels =
I
Invert In -
316.50
feet
Invert Out =
316.00
feet
Len th —
55
feet
Slope
Ol0091
/ft

NEW HILL PLACE SUMMARY OF + SULTS - SWMF
B. IHNATt LYA$ PE
I RC- 110I1t1
1/19!2012
S JRM A'I ER MANAGEMENT FACILITY #
Return Period
Inflow
Outflow
Max. WSE
jcfsa _
[efs]
[ft]
1 -Year
1 '-02
353.79
IOr ear
413
T3
355.27
100 -Year (i hon Unclogged)
_63.5
34.9
355.80
100 -Year (Siphon Clogged)
63.5
45.1
356.04
Des' Area
9.99
acres
Design Impervious Area
4.10
acres
To of Dam
358.00
fl
Normal pool Elevation
352,00
ft
Surface Area at NW—SE
121148
sf
R uired surface Area at NW SE
10927
sf
Riser Length
4
It
Riser Width
4
It
Riser Crest
355.00
If
Harrel Diameter =
24
inches
I# of Barrels
I
Invert In -=
346.50
feet
Invert Out=
346.1111
feet
Len th
75
feet

USGS QUAD A,
ffillor-1
- 1 � � •; ""i V „
CALCULATIONS
F:777��

NEW HILL PLACE
KRG-11000

Print Page - NC Areas Subject to Phase 11 Post-Construction & Other Stormwater Pro r ... Page 1 of 1
The map representations are the o
as of 3uiy 27, 2010, Please check v
government (city or county) in you
verify specific stormexatar requiren
Areas subject to Stounwate r Poet,
(Parrmttog) are based on axistEntg
Session Lava 2006.246. NC Envisov
Quakut, sotlz1101
http: //1 ,1 . 7,1 1sto wate 1print.a ?CM I IT IN= -78.1 17 1 ... 10/12/2010

Name of Stream
Dexc6ption
Cum Class
Data
Basin
Stream Index
Tom Tack Creek
From source to Harris
C
09101/74
Cape
Pear
18--7m -10
Lake, Buckhorn Cr.
i Hranch
Frain 'source to Harris
C
09101/74
Cape
Fear
38-7 -4
Lake, > Buckhorn Cr.
Cary Branch
From source to Harris
C
09/01174
Gape
Fear
18-7-5
Lake, Buckhorn Cr.
Norris Branch
From source to Cary
C
09/01/74
Gape
Fear
15 -7 -5 -1
Branch
Utley Creek
From source to Harris
C
04/01/59
Cape
Fear
18 -7 -5.5
Lake, Buckhorn Cr.
White Oak Creek
From source to Harris
C
04101159
Cape
Fear
18-7 -6
Lake; Buckhorn Cr.
Hip Branch
From source to White
C
09/01/74
Cape
Fear
18- 7--5-1
Oak Creek
Little Branch
From source to Sits --
C
09/01174
Cape
Fear
28- 7- f5 -1: -1
Branch
Little White Oak
From source to Harris
C
09111/74
Cape
Pear
18 -7 -7
Creek
Lake, Buckhorn Cr.
Sig Branch
From source to Harris
C
04/01/59
Cape
Fear
18 -7--8
Lakes Buckhorn Cr.
Thomas Creek
From source to Harris
C;
09101/74
Cape
Fear
18 -7 -9
Laken Buckhorn Cr.
NEUSE RIVER
From Siam at Falls Lake
WS- IVtNSW
07/01/04
Meuse
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
Mulls Wake Finishing}
Plant)
HEUSE RIVER
Frain Town of Wale
C;NSW
08/03/92
Nauss
27-(22,5)
Forest proposed water
supply intake to mouth
of Heddin0fzeld Creek
MEUSF RIVER From a point 0.5 mile WS- 1V,NSW,CA
upstream of Town of
Wake Forest proposed
water supply intake to
Town of Wake Forest
proposed water supply
intake
07101104 Neuse 7- {22)
Page 3 of 13 2010-10-09 07,t} 27

USGS QUAD MAP
NEW ILL 'LACE
KRG-11000

NEW ILL PLACE
KRG-11000

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
IT-
E. 0?�NQ
z(
�7_
V
78*s 1
_30' 2 042, W, r,E,.R'T
. ..... .. .. . .......
m
x sturri, -. to oW, pro4actlon or
Drdw.ni of 1963. 'Gr',sect pftipouid_ 01 . oraincsio in �j sa . a
merormalff zones nee in 1. PC in rid wdor, of, RRIVip for adi acen t
Wisdictions —fifty reautt in oftht pooltronal mars "o m war . ircmT.Irs
1kongrt o pal pou n ledes.. 71raest dift-wron 046 de not mat 3 thimi Son Li:g,:Bcv of t ftia
1.01, VOL .rp
FIRK-1 All on rns . mro v
Pont 112,00/S- -7 W-ruters.
tu
A in t.nv Vrrro_ ir-murarice S .1jv report.
�77
.24-
...... .. ..
m
71,5!' 30
od am
. ......
...xi, o - E
. mm
.....................
... .. .......... . ....... ...... . ... ..... ................
K .iit
E'
LEGEND
'TLCIAL. FLOOD HAZARD AREAS ,5FH&--,, SUBJECT TO
iKLjKD4A,,Tior.., wr nii 1 "IN., ANNUAL 0-iANC-1: FLOOD
i;
E. 0?�NQ
z(
78*s 1
_30' 2 042, W, r,E,.R'T
OAK 9-1
XAB
'K
. ........... .
NK­`­.YVTS TO
U"'ER
ilis.......0
. . . .... ..
4:: 7. W. . . . . ... 4 . . ........
. . . . . . . .
T'N m .; ....
i
U..:...........
. .. .....
.::. .. Pat
a
Certain areas not in S p mcmirs . . . . . . . .. . .. .. . .. . .... .......... ..
.... ..... . . . . . . . . .... . . iii.. *..1.2.04 itientral
... ...... .. . .. .......
. ..... . .... ... ..... ...........
This map f.
­.Ap . . . . .. .... .5.2.
;rz. -m N.
Aw 2.,:U11r..Jps
atmt�turias� Refor tic . . .... .... ... .. .. ........
............
Nw ....... . .. . ..... . . .... ..
W.
it.m.a1k Tn.- oodou*Lt-Y ar" oftermeksialey
u,-- p,.,;Ssiblu
Study report for
.. . . .... . . . . . . ..... ..
at we...ro ­ilk m v .
f F
.. .. ... ...... .
Base visp inton-ation aila ..... .... .. . .............
. .... . ..... .... .. . .. . .... . .. . .
. ....... .. ... .... .. .. . .......
. ... ... .
.. .... ...
Dirta, lab':
*bt.. ..... .... .
lillevettlarialt
Various organizations, 11:1 k"... . . . . . . ............. I ..... ......
. ... .. ...F. � ... . . . . .
.... ......
: ..... .. ... ..
r,-,,it
.. ....... ... .................
We, . ....... . ........ .. ................. .
. .
........ ..... ....... .. ... ........ ....
V...Kjupp qio
�11 Q For 'ir w.rw
hi
. . ... ..
Wake Courny, T� e rime . ...
..... .......
.... ... r. : �ri aild
No-a-iie rof-�.m..
" 1. "" "&... I— . ..
E [,!!�ois flenw.s %magas xvigil . . . . . .. .. � :
FAW Y.0
... .. ....
�.: V., 4 1,- -1 q;.q .1A u
r.
.... ... . ....
j .'. " '.. .. ............... ..... ... ...
goomp-Waloato suop . .. ......... .. .. ....
....... .. ........ .............. .
..... .... . I....'.'. .. .. ..... ...
.. . .... . ..... . .. ..... . . .... ... .. .... .
L-ho"imin- ific im
n. .. ...... . . . ..
1 d — *&&n­�
. ......
...xi, o - E
. mm
.....................
... .. .......... . ....... ...... . ... ..... ................
K .iit
E'
LEGEND
'TLCIAL. FLOOD HAZARD AREAS ,5FH&--,, SUBJECT TO
iKLjKD4A,,Tior.., wr nii 1 "IN., ANNUAL 0-iANC-1: FLOOD
i;

SITE SOILS DA TA
NEW HILL PLACE
G -11000

»� .� \ �
ioab
-Mg52
(Johl' Fileal 75)
. ��/
gC2
Z&
114-o
� Lo

LL S, DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICE`
SYMBOL NAME
WAKE CI
ITH CAROLINA
The first capital I€xres v af. v ^i *;at one of .he snot mamma
A second capitol letter, h, n h, or F, shows she
slope. Most sym$als svttf n s a ='. loads are vhose of
nearly le "el soils or:Iced y s -•s are for load
types than here c ose t &, {, ro e of slope. Tf c no -ber,
2 or 3, to a symbaI SionaS tm r o", soF1 ,s orodod ar severely
eroded,.
SYMBOL WINE
Gas George,,IIs ,t I; lo_­, tens slopes
Ge82 Geargeville silr loam,
{, ,t ,e,:e ^a =;loose, eroded
GeC Goorgevtlle 50T las,'T r 'nt "leas
GeC2 Georg eville silt l xm, a ra e, "Bates, needed
GeD2 Gos gev +Ile sill lam, gs _rosin slopes, eroded
Ga Goldsboro sonny Joe,
"13 Granville sandy Isom, : rr_ c percenT slope
Gr132 Gr rwdle sandy loom, '• -i ._= soar Slopes, eroded
GrC Groneille sandy Ioor-r, N; •...,. ,=ereeM slopes
G,C2. Gron,itle sandy lee.., t.: t, rcrctnr,lapes, eradeti
Gs 11 Granville sandy hxwe' f'" r : k.eroenr slopes
Goa Galt'led land
HeB Helena sandy loom 2 lop-o
I IoF32 Helena sand}• loam, z r . c sj nt, ., eroded
l-loC Helena sandy loam n 10 r ra slopes
HeC2 Helena sandy loon, v.,a ,.' ,.e .o tr rinpes, erodes#
H,-6 Helena sandy loam, 10 +.. 'r. vc000t'slopes
HIS Herndon Or loon Ls:^ c y, .= t stops
t TB2 Her den silt Ioana r'rn p c= ,.a:«t slopes, Tooded
?prim Herndon salt Ioarn, L ar `r .t 00:Ies
HrC2 Herndon silt loom, ::doyen, eroded
Hri72 Herndon silt loom, t. cur. ` sla; s. eroded
firE Herndon salt too';), ae =,r..,Eapr:W
Ld132 Used loom, 2 to v fi rr.: roc!e
LdC2 Lloyd loam, b to Id ve r. ratio!
LdD2 Lloyd tares, 10 to t' l =.t.: ?, rrudad
i.oB l..ovts6arg loamy s mi, i , slopes.
1_dC Loalsbroa lootry U ena slopes
Lail Lou ;sbunq looney sc._, 1. cenr s #apes
Lu+#3 taau ;"burg -VJede c —p • to e Percent slopes
L,,132 Loulsbvrt2- 1*et#ov:ee e ®m=. +a *., ® ro {_, percent slopes, erod ad..
l.,wG l..ovisbt+rpw'+yeriovee e to t3 percent shapes
LwC2 Lnuasbvrg– Wedy —e c,sr:: c , _ It, 10PQT`ren: slopes, eroded
Ly Lynchburg sandy loan..
FJO Mode land
txyn#32 ldodisan sanely: lac n, 1;e: . ..t,,, ,popes, eroded
MdC2 Madison scndY haors, t: to cstrt lopes, erodet3
G2 Madison sanely loot^, lw a;a ,rIcern slopes: eroded
L2 Irfod;son sanely loom, lu''r a. etc.; =n� rinses,..aroded
Me Montochie sells
MfB ,Yloyedan sandy loam, ;+m e"ent slopes
MF(32 Mayodon sandy poem, 2 a:s r r, t rr s#otos, eroded
tw c Nloyyorien sandy 1*T,,. n r': t< cen slopes
MfC2 Mayodon sontly too-, d +, n .t:ae lopes, eroded
e#D2 Mayodon sandy #mart, li + peatent .lopes eroded
E lavender, send) boor, If.t pi�rw +_lna xlapes
lags ghyodon travelly 9grull, a m rn d percent slopes
MgB2 Mayodon gravelly .:only ra d percent slates, erdded
mgC goyodan gravelly sandy'•: •; r; to 10 percent slopes
Mg C2 Molodmn agravelly s dy i m: o as 10 Pon"nt shapes, eroded
:awl, slavodan silt Iaum, ly,tn,'.¢ tw d y.ercent shapes
NORTH CAROLINA AGRICULTURAL EXPERIMENT STATION
SYMBOL NAME

GeB
Georgeville Silt Loam
13
HrB
Hemdon Silt Loam
B
HrC
Herndon Silt Loam
1
HrD2
Hemdon Silt Loam
B
MfD2
Mayodan Sandy Loan
WE
Mayodan Sandy Loam
B
gB
Mayodan Gravelly Sandy Loam
B

k
ti
DO
•MgC2
WD2
^M RS Z
VV'AKF 0OUNTY, NMI CAROLINA .-- S�,,IIFIFI N' MBER 33
Wit,., eh6af Ins)

PRE CIPITA TION DA TA
NEW ILL PLACE
KRG-11000

Precipitation Frequency Data Server Page I of 4
the Average Recurrence Interval.
a estimates near zero to agrear as zero.
Was are based on a paffigl duratu�r ser es. ARI I-. the Average Recurrence Interval.
for a given frequency are greater Wn,
http:Hhdsc,nws.noaa.govlcgi-binlhdsc !bunco ut.perl?type�= pf&,units=us&series=pd&state... 10/12/2010

Precipitation Frequency Data Server Page 2 of 4
11 50 110.66 111.05 11133 11100 112,71 113,30 113.61114,39 115.28 11630 117,12 117.77 11830 119.53 1112.151114.2 1117.5011201511
Z
2
2
2
2
2
2
C)
Partial duration based Point Precipitation Frequency Estimates - Veraion; 3
35.664722 N 78.849167 W 298 Pt
2
5
io 25 50 100
200
Average Recurrence Interval (years)
Tue Got V 09:15:34
2010
Duration
n —
30-min
3-hr 24-hr
7 -day
W-min -4-
60-min -a-
6-hr 48-hr -v-
to-dav
15 -min -X-
12O-m -01-
12-hr 4-day --T-
20-dag
IN
http:lllidsc,i-iws.noaa.govlcgi-binlhdselbuildout.perl?type=pf&units=us&series=pd&state... 10/12/2010

Related Information
Maps & Aerials
Clid-bm to see topographic maps and aerial photographs available for this location from
Watershed/Streamflow Information
CUqjjJWO; to see watershed and strearnflow 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.,
f—+—/--30—m—!n—ut—es- or +/-I degree of this location. Digital ASCII data can be obtained directly from NCDC,
Note: Precipinvion frequenq results are based on analysis of precipftation datafrorn a variqv ofsources, but largely NCDC. The
following links provide general information about observing sites in the area, regardless of if their data was used in this study, For
detailed information about the stations used in this study, please refer to the matching documentation available at the PEDpsymgN
page
ugaq r%--t—ftaf rr
est Highway
� MD 20910
http:Hhdsc.nws.noaa.govlcgi-binllidselbuildout.perl?type=pf&units=us&series=pd&state... 10/12/2010
-C L
M M M
M a '0 71
70
6 6 4' 06
T? 1 1
1-4 ti
axe
Duration
flue Oct 12 09:15:34 2M
Average Recurrence Interval
2 --1-
5 --X-
10 25 -B- 50 -141-- i0o
200
500
1.000
Related Information
Maps & Aerials
Clid-bm to see topographic maps and aerial photographs available for this location from
Watershed/Streamflow Information
CUqjjJWO; to see watershed and strearnflow 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.,
f—+—/--30—m—!n—ut—es- or +/-I degree of this location. Digital ASCII data can be obtained directly from NCDC,
Note: Precipinvion frequenq results are based on analysis of precipftation datafrorn a variqv ofsources, but largely NCDC. The
following links provide general information about observing sites in the area, regardless of if their data was used in this study, For
detailed information about the stations used in this study, please refer to the matching documentation available at the PEDpsymgN
page
ugaq r%--t—ftaf rr
est Highway
� MD 20910
http:Hhdsc.nws.noaa.govlcgi-binllidselbuildout.perl?type=pf&units=us&series=pd&state... 10/12/2010

North Carolina 35.664722 N 78.849167 W 298 feet
frorn "Precipitation-Frequency Atlas Of the United States" NOAA Atlas 14, Volume 2, Version 3
Q.M, Bonnin, D. Martfir� B. Lin,T, Parzybok, M, Yeklk, and a Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted. rInt Sep 15 2011
the Annual Ex nce Probability,
estimates near zero to appear as zero,
M'� MEMMUMUSHEN LVEMAM
http:lldipper.nws.noaa.govlcgi-binlhdsclbuildout.perl?type=pf& units =us&series=am&state... 9115/2011

The lower bound of the confidence interval at confidence level is the value whin b % of tote simulated quanlre values for a given tregmency are less man
" Time precipitation frequency estimates are based on an annual maxima series, AEP is the Annual Exceedanoe Probability.
Please refer to NOAA Atlas 14 u nt for more information, NOTE: Formatting prevents estimates near zero to War as zero,
2
2
2
2
2
2
2
1
1
1
1
CL1
C
Annual Maxima based Point Precipitation Frequency Estimates - Version:
35.664722 N 73.849167 A 298 ft
5
Thu Sep 15 13:54:38 2011
5 -min
10 -min i
1.0 25 50 1,00 200
Annual Exceedatnee Probability U -in®Y)
500 1000
http:lld pp r.t .no . vl i -b lllhd lbuild ut.pi l ?t tae `c ruts &series =am&st . ;. 9/15/2011

Precipitation Frequency Data Server
Annual Maxima based Point Precipitation FrequevaV Estimates - Version: 3
35.6647Z2 N 78.349167 W 298 ft
Page 3 of 4
Annual Exceedance Probabilitq
(1-in-Y)
I i n 2 -f- I in it) I in 50 st- I in 200 L in 1.000
I in 5 4e- i to 25 -B- i in 100 — I in 500
Note: Precipitationfrequeney results are based on analysis ofprecipitation data, roin a va•iqy of sour but largely NCDC Ills
following links provide general information about observing sites in The area, regardless ofiftheir data ivas used itt this sfu4v. For
detailed inforwation about the stations used in this study, please refer to the n7atching doctunentation available at the P Dogynent
page
US Decartment of Commerce
National Oceanic
N_ational Weather Service
Offi ce of Hygrologic Development
1325 East West Highway
http://dipper,nws.noaa.gov/cgi-binlhdse/buildout.perl?type=pf&units=us&series=ani&state... 9/15/2011
27 -
26 -
25
24
23
22
24
I1,9
s
17
. 4,>
1,4
13
Y-
-A,
a"
Q
9
7
6
5
4
+
3
m.
M9
ZI IMZ MM ZMI
Duration
Thu Sep 15 13:54:38 2011
Annual Exceedance Probabilitq
(1-in-Y)
I i n 2 -f- I in it) I in 50 st- I in 200 L in 1.000
I in 5 4e- i to 25 -B- i in 100 — I in 500
Note: Precipitationfrequeney results are based on analysis ofprecipitation data, roin a va•iqy of sour but largely NCDC Ills
following links provide general information about observing sites in The area, regardless ofiftheir data ivas used itt this sfu4v. For
detailed inforwation about the stations used in this study, please refer to the n7atching doctunentation available at the P Dogynent
page
US Decartment of Commerce
National Oceanic
N_ational Weather Service
Offi ce of Hygrologic Development
1325 East West Highway
http://dipper,nws.noaa.gov/cgi-binlhdse/buildout.perl?type=pf&units=us&series=ani&state... 9/15/2011

r i i ti r Frequency Data Server Page 4 of 4
Silver Spring, MD 20910
Questions?: D C. estiens noaa. v
Diaglaimgr
i I ME

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PRE-DEVELOPMENT HYDROLOGIC
NEW HILL PLACE
KRG-11000

............... . . . . . iiiiiiiiiiiiiiiiiiiiiiiiiiiiii

NEW HILL PLACE IIVDROLOGIC CALCULATIONS
11. IHNATOLYA,; -PE
KRG -I 1000
Pre- deveictltnie nt - . ubbasita ##]A
121672011
1. SAS CURVE NUMBERS
,.„
ital}c #'Viiitt 1 Iiei$ �.. iiCk e
Assume HSG 'A` =
0,0%
klSG'D'=
6.4%
Ce3Vei' �:C9nditiaiil u
�,�� dimmeCat
_. liltpa.tl'ie}iiS
�
�
�
t3pcn_ ,__.. ®,..ti
62
ASSatinG getatd ctsnditle }n
4Viltadcd
56
� ASSnin� gcicd ct?nditi+�n
Its PRE -DEV l.CJI PNT
A. Watershed Breakdown
�. ,w..
.....ems ..m...ti H.
Contributing Area j
SCS C N
Area (acresl € Comments
Onsite impervious
98
0 00
onsitc then
-. 62
0 {i0 Assume loud cundltictn
.. _.,
Ctusite vvopded
. ..
56
12 ASSetilie goadt}IIt�B�tilli ry
u.F
G3iasite pond w ammm ,
100
000
C)fistte ilnp rvlous
98
0 00
.... -:, t3ffsitc opc.tax,b. Vµ4..:..
62 . _ ...
F . {].. {} } ......re ASSaiinc gtrud condition
Mite wo(ydcd
56
0,00 Assume gitud c0itdittiiit
_.._ _v.........
C3ffsite pond
100
it 00
Total area =
1104
acres
0.0188
sgaril,
Composite SCS C s =
56
% Impervious =
0.0%
B. Time of Concentration Information
* * Thee ofwore ntrcanon is calculated using the
:CG'S Segmental Approach (T72 -55).
Segment 1: Overtand r1mv
Segment 2. Concentrated Flow
Length =
100
ft Length � 303
ft
I lcight =
1A
fl Height = 292
ft
Slope =
0.0140
#ilft Slope W 0:0634
Wilt
Mannino's n =
0,40
Woods - Light Underbrush paved 7 = No
P (2- year124- hour) =
3.48
inches (Wake County, NC) Velocity = 4.06
ft/sec
Segment Tithe =
ZT. 75
inin t s Segment Petrie = 1,24
minutes
Segment 3: Channel Flow
Length =
794
It
Height
52.7
fl
Slope =
0.0664
1Vft
Manning's n =
0.045
Natural Channel
Plow Area =
100
sf (Assume 2'x I' Channcl)
Wetted Perimeter y
00
ft (Assume Tx I' Channel)
Channel Velocity =
5,37
fosse
Segment Time =°
Z 46 ; ..
ti inuras
Time of Concentration = 27,46 minutes
SCS Lag Time = 16.47 minutes (SCS Lag = 0.6* 1'c)
Time Increment = 4.78 minutes (= 0.24 *SCS 1..ag)

I3, IFTNATOLYA, T'1
1216/2011
I¢.SCS C;iJII��?I� T�LII►I�I
IISG
Impervious
Open Wooded
A
98
39 30
B
99
61 55'
G _
9S
74 70
D
98
80 77
Assunte IISG'A''=
0,0
IISG'B'=
66.9%
I SGx V .
312%
Cover Condition
rC S CT9
Comments
impervious
98
_
( en
67
Assume good condition
Wooded
62
Assume gad condition
IJ,f`RE-1)jgVVLQPMkNT
A. Watershed Breakdown
Contributing Area
SCS COY
Area jacresi Comments
Gnsite impervious
98
11.00
nsite open
67
(Y00 Assume clod ed711datiC}n. .
Onsite wooded
62
4.55 Assume
good condition
Onslte pond
100
0.00
-
offsite impervious
98
0.00
Clffsite o n
b7
00 — Assume
good condition
Ciffsrte wroded
fit
O.t10 Assiinie
nod eoildation
Ciffsite 2ond
100
0,00
-
Total area —=
4.55
acres
0M71
sq.mi.
Composite SCS CN =
62
% Impervious =
{i.i}%
B. Time of Concentration Information
* * *t'ime of concentration is calculated using the SCS Segmental r4pproach ',� °55)
Segment 1: Overland Flow
Segment 2: Concentrated ,blow
Length =
100
ft
Length =
384 ft
Height `-
6.2
ft
Height =
55.55 ft
Slope =
0.0620
ftl#T
Slope =
0.1447 ft/ft
1vlanning's n _
0,40
Woods - Light Underbrush
Paved'"? =
No
P (2- year124 -hour) --
148
inches (Wake County, NQ
Velocity =
6.14 filsco
Segment Time =
13.10
minutes
Segment Time =
1.04 minutes
i one m C..oneentranon_= 114. 4
SCS Lag Time— .......8.48
Time Increment = 146
In

NEW HILL PLACE
KP,G- 11000
HYDROLOGIC CALCULATIONS B. IIINATOLYA, PE
Ptv-development - Subbasin #1 C 12/6/2011
I. SINS CI NUMBFIRS,
0.89
acres
IjSG
Impervious
----U-pen -Wooded
A
98
39 30
B
98
61 55
C
98
74 70
D
98
80 77
Assume: I-ISG'N
0.0%
B. Time of Concentration Information
11SG'B'=
759%
HSG 'C' =
0.0%
I-ISG'D'=
24A%
Cover -Condition
SCS CZ t
Comments
Im envious
98
ft
Open
66
Assume good condition
Wooded
60
Assume good condition
11. PRE-DEVELOPM,FNT..
Slope =
0,1030
A. Watershed Breakdown
Slope, = 0,1579
ft/ft
Contributing Area
SCS CN
Area [acres] Comments
15MUM
re Lood condition
ic Lood condition
Total area =
0.89
acres
0.0014
sq,mi.
Composite SCS CN �
60
% Impervious =
0,0%
B. Time of Concentration Information
***Time qfconcentraflon is calculated using the SCSSegmenuzlApproach (T R-5.5),
Segment 1: Overland Flow
Segn tent 2: Concentrated Flow
Length =
100
ft
Length = 261
ft
Height =
103
ft
Height = 411
ft
Slope =
0,1030
ft/ft
Slope, = 0,1579
ft/ft
Manning's n =
0A0
Woods - Light Underbrush
Paved ? _� No
P (2-year/24-hour) =
148
inches (Wake County, NQ
Velocity = 6,41
ft/sec
Segment Time =
10.69
minutes
Segment Time 0.68
minutes
Time of Concentration = 11,37
minutes
SCS Lag Time = 6.82
minutes (SCS Lag = O.6* Tc)
Time Increment =° . .. . .. ........ E98-
minutes (-- 0,29*SCS LaR)

NEW HILL PLACE
HYDROLOGIC B. IHNATOLYA, PE
IC G -11000
Length °
100
ICALCULATIONS
Pre-development - Suhbasin #lD 12/6/2011
SICS CuPtIVlEAUMAERS:
221
ft
Height =
IFISG
it
Tn_jpervmus
pcn Wooded
A
Slope —
98
39 30
B
0,2072
98
61 55
C
Woods - Light Underbrush
98
74 70
D
P (2-year/24-hour) =
98
so 77
Assume,
HSG'A'=
00%
Segment Time
11,14
IJSCJ,B, =
55,5%
O.S#
minutes
HSCj'C'=
0.0%
Time of Concentration = I1.64
minutes
IJSG'D'=
4L5%
Cover Condition
SCS CN
Comments
Impervious
= 0.6* Tc)
98
-
open
-1
69
Assume good condition
Wooded
64
Assume good condition
11, PRVJDXVELOPMENT,
A. Watershed Breakdown
—I ----------- T
Contributing Area I SC S CIS j Area [acres] J, Comments
nmitn im new iolm —T-98 —J 666 1
Onsite vend
LU _S 1 98
1 69
OM
0,00 Assume good condition
0,00 _A-sums ood condition
0,00
Segment ]z Overland Flow
Segment 2: Concentrated Flow
Length °
100
it
Length �
221
ft
Height =
93
it
Height =
45,8
ft
Slope —
0,0930
ft/ft
Slope=
0,2072
ftIft
Manning!s n =
0,40
Woods - Light Underbrush
Paved ? =
No
P (2-year/24-hour) =
3.48
inches (Wake County, NQ
Velocity =
7.3.5
Mee
Segment Time
11,14
minutes
Segment Mae =
O.S#
minutes
Time of Concentration = I1.64
minutes
SCS Lag Time = 698
minutes (SCS Lag
= 0.6* Tc)

NEW HILL PLACE
K RCY- I 1000
' $CSCURVENUAIDERS
HVDROLOGIC CALCULATIONS
1're-derelopment - Subbasin WE
"7.'.'k lVoded-
A 99 —19— 30
11 98 61 1
. ..........
70
D 98
Assunte: HSG'A'= 0.0%
HSG'B'= 92,2%
HSG'C' = 0,0%
f]SG'D'= 7,8%
I 'To �n� N
IT us 98
u. .... . . . . . ........ ................ . .. ---- ---------- -
62 Assr;
_good ,Sqa qftmn
Wooded 57 Assume good condition
11, PRE-DIlVELOPMEN'r
A. Watershed Breakdown
Contributing Arca SCS CN Area ' acres] Comments
{3nsate I zag r rvr 71s 98 0A0
onsite men 1 0,27 Assume good condition
100 1 0,00 i
0,00
7.94 acres
O.0124 sq,mi,
57
R. Time of Concentration Information
565
height -- --
** *Tare ofconcetarruion is calculated using the SC-5Segtnenuddpj)roacl? (TR-55),
Segatent 1: Overload Flow
0.0555
Manningts n:`
Length �
100
ft
1- Icight =
1.4
ft
Slope =
0M40
ft/ft
Manning's n =
0A0
Woods - Lmit UnTICTI)TUsh
P (2-year124-hour)
3.48
inches (Wake County, NQ
Segment Unto =
3. 7,5
minutes
Segment 3; Channel Flow
Length =
565
height -- --
3136
Slope=
0.0555
Manningts n:`
0.045
Flow Area=
2,00
Wetted Perimeter =
4M
Channel Velocity °
4.91
Segment Time =
1192
ft /ft
Natural Channel
sf (Assume 2'x )'Channel)
R (Assume 2'x I' Channel)
ft/sec
EM
Segment 2: Concentrated Flow
Length =
290 ft
Haight =
30,7 It
Slope =
17.1059 ft/ ft
Paved ? =
No
Velocity =
5,25 ft/scc
Segment Time `m
0, 92 minutes
B, IHNATOLYA, PE
12/6/2011
iumicentrattrin = 40,")50 minutes
SCS Lag Tithe = 15.5 minutes (SCS Lag = 0,6* -1 -C)
ime Increment = 4,63 minutes (= 0,29*SCS Lag} j

NEW HILL PLACE LI' DROLO IC CALCULATIONS
B. IHNA:r0LYA, PE
12/6/2011
IISG
Impervious
Open Wooded
A
98
39 30
B
98
61 55
98
74 70
D
98
80 77
Assume: I ISG'A' =
0J)Q /u
13SG'B'
5&8%
HSG'C' m
0.0%
I I O D' =
412'/
Cover Condition
SCS Ct
Comments
Impervious
98
Open
69
.Assume and eontlitir�
Wooded
64
Assume good condition
It. PRE—I)UVEL0P'sMkNT
A. Watershed Breakdown
Contributing Area
SCS Cif
Area [acres[ Comments
Onsite Impervious
98
0.06
Onsite o en
69
0,02 Assume
ood condition
Onsite wooded
64
I.73 Assume
good condition
Gnsate and
100
0,00
-
Offshe impervious
98
0,00
w
offsitc o en
69
o.fltl Assume
good condition
O fsite wooded
>64
II.dtI Assume
oad condits`on
Offsite pond
lffp
(l. o
Total area =
1.82
acres
Composite SCS C =
6
% Impervious =
3.5%
B. Time of Concentration Information
* * *Pme i7f G'CJ7 centra7tion is catculated using the S`C.s Segmeental Appr{?ach (T -55).
Segment t: Overland Flaw
Segment 2; Concentrated Flow
Length
100
£I
Length -
155
It
Height = --
I I-
ft
Height -
30,28
ft
Slope =
t1, I00
11!11
Slope =
O. 1954
11111
Iainnning's n =
0A0
Woods - Light Underbrush
Paved ? =
No
P (2- yearf24ahour) –
148
inches (Wake County, Fly}
Velocity =
T 13
fusee
Segment Time
la4l
minutes
Segment Time –
GI. 36
minutes
Time of Concentration = 111.37
minutes
SCS Lag Time = 6.46
minutes (SCS Lag m 0.6* Tc)

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-11000 Pre-development - Subbasin #I G
' SCS CURVE NUMBIERS
In, 1 iaas 1
—qP—c—"--r--V7(�e-
9
9
.. ... ...... ... -- ............
B
. .
.. . ... . ..........
C
70
D V8
77
Assume: f ISG'A'= U%
0,0240
HSG'B'= 99,8%
Composite SCS CIS =
HSG'C'= 00%
MCC
I-P36 'BI 02%
0,9%
hover —CO-011ii-10—H CS CN
--co—Millents
Impervious 98 77-
Open i 61
Segment 1: Overland Rare
good condition
IL PRE-DEVELOPMENT
Length =
A. Watershed Breakdown
Ift
!Height=
3
Contributing Area I SCS CN Area
(acres] Comments
0,0300
fi/ft
Offs(iI peli
Length =
Offirte
55
j OM i Assume
ff ne pond
11
Total area =
15.34
acres
Paved'? _
0,0240
sqmii,
Composite SCS CIS =
55
MCC
% Impervious =
0,9%
minutes
IL Time of Concentration Information
""Time of concentration is calculated using the SCSSeginentallIpIn-aach (TR-55),
Segment 1: Overland Rare
Length =
100
Ift
!Height=
3
ft
Slope =
0,0300
fi/ft
Manning's n =
0A0
Woods - Light Underbrush
P (2-year/24-hour) =
148
inches (Wake County, NC)
Segment Time
I 7-5 I
Ininutes
Segment 3. Chanael Flow
Length
1537
Ift
Height
76,08
- ft
Slope
0,0495
ft/ft
Manning's n =
0,045
Natural Channel
Flow Area
2.600
sf (Assume 2'x VChannel)
Wetted Perimeter
4,00
ft (Assume Xx VChannel)
Channel Velocity
4.64
ft/sce
Segment Time
5.52
Ininums
Time of Concentration = 23,41
Segment 2.- Concentrated Flow
Length =
134
ft
Height =
IT6
11
Slope =
0,1313
ftJft
Paved'? _
No
Velocity =
5,85
MCC
Segmeat Mue =
0,38
minutes
SCS Lag Time = 14,05 minutes (SCS Lag = 0.6*Tc)
Time Increment = 4,07 minutes L— 0.29*SCS I-aQ
R ll,1NA:1 I OLYA, PE
12/6/2011

NEW MILL PLACE HYDROLOGIC LCULAT O B. 11-NAT'OLYA, P
KRO -11000 Pre - development - Subbatsin ##1 N 12/6/2011
IISC
Impervious
Open Wooded
A
8
39 30
B
98
61 55
C
98
74 7
D
98
80 77
Assume. MOW=
11,0%
iISG 'B' =
92.5%
100
I1SG'C' =
0.17%
3
ITSG ill' =
7.5%
0.031117
Cover Condition
SCS CN
Comments
fin ervious
98
148
Open
62
Assume ood condition
Wooded
57
Assume good et}riditit7n
M. PR -D V LtIT'14 ENT
Length=
117174
A. Watershed Breakdown
_..... _..._cght=
4236 ........_
Contributing Area
SCS CN
Area [acres]
Comments
C insite impervious
18
17.19
Flow Area =
onsite open
62
1.10
Assume good ccndi
Gnsitewooded
57
11,912:
Assume goodeondi
Onsite nand
100
9.00
Total areal
11.22
acres
l lcight =
0.0222
sq.mi.
Composite SCS CN =
59
No
% Impervious =
4,6%
Segment Time =
B. Time of Concentration Information
* *Tirzae of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1 overland Flow
Length =
100
ft
Height =
3
ft
Slope =
0.031117
ft/ft
Manning's n =
0A0
Woods - Light Underbrush
P (2-year/24-hour) =
148
inches (Wake County, NQ
Segment Tires: =
l 3l
minutes
Segment 3: Channel Flow
Length=
117174
f1
_..... _..._cght=
4236 ........_
Slope
0,0422
ft/ft
Manning's n -
0.045
Natural Channel
Flow Area =
4.00
sf (Assume 2'x 2` Channel)
Wetted Perimeter =
M
It (Assume 2'x 2' Channel)
Channel Velocity=
5.19
fusee
Segment Time =
122
minutes
Segment 2. Concentrated Flow
Length =
320 ft
l lcight =
31:8 ft
Slope =
0,0994 ft/ft
Paved ? =
No
Velocity =
5.0 fl/sec
Segment Time =
1105 minutes
Time of Concentration = 21.78 minutes
SCS tag Time = 13,07 minutes (SCS Lag = {i,6* Tc)
Time Increment= 3.79 minutes =11.29 *SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRGm11000 Pre-development - Subbasin X11
* SE'SCTKVr U fr1
MG j Impervious 1
open wooneu
98
Total area =
98
5
s
_13 .. -. w�.lm
n._. n ,._ ...... . .
Assume. l_ISG'A'= 0.0%
0.0462
HSG '13' = 98.7%
FISG 'C' = 0.0%
lJSG'17'= 13%
58
oyes° Yon at,on S.. , I l+t I
Ca�srni nts
® 61 �
Asstimc nod condition
_
It. PRIF-D VELC}I'MENT
A. Watershed_ Breakdown
B. Time of Concentration Information
Contributing Area ! SCS, CN I Area Iacres] r Comments
linset� anrn�rx�aree�r �3�
w
-n to a
1 ...,:�..®hl .....na 1 __- --2.55
B, IF1NAt1'OLYA, PE
12/612011
ate. x.evax . —. :..
Offsite pond 4 1 t}0 { 0,00
Total area =
29,57
acres
0.0462
sO.mi,
Composite SCS CN =
58
% Impervious =
4.2%
B. Time of Concentration Information
* **Titnie of concentrati n is calculated using the SCS Segmenfat Aj,,?prc och ('M -5 �).
Segmtent 1: Overland Flow
Segment is Concentrated Flow
Length =
IOO
ft
Length =
271
fl
sleight =
2:3
It
Height =
24:2
ft
Slope =
0.0230
Rift
Slope =
0,0893
ttft
planning's is =
0A0
Woods- Light Underbrush
raved 7 =
No
P (2myearl224 -hour) =
3,48
inches (Wake County, PAC
Velocity —=
1.82
ft /sec
Segment Time =
19,47
minutes
Segment Time =
0,94
miinure's
Segnmut3: Clian net Flow
Segment d: Channel Flow
Length =
1011
ft
Length =
934
It
Height —
45
ft
Height =
23:36
3t
Slope =
0;0445
ft/ft
Slope =
0,0256
ft/ft
anning's n
0.045
Natural Channel
Manning's n =
0;045
Natural Channel
Flow Area=
4,00
sl (Assume 2'x 2' Channel)
blow Area �
9,00
sf(Assume Y x Y Channel)
Wetted Perimeter =
6.00
ft (Assume ' x 2' Cliannel)
Wetted Perimeter =
9.00
It (Assume 3' it 3' Channel)
Channel Velocity=
5,33
fusee Channel' Velocity =
5.29
fEsec
Segment Time
116
Ininutes
Segment Time
2189
minutes
s
Time of Concentration = 20.45
minutes
SCS Lag Time = 15,87
minutes (SCS Lag = O;6* Tc)
Time Increment = 4.60
minutes = 0,29*SCS l a x

NEW HELL PLACE HYDROLOGIC CALCULATIONS B. 1HltlA"1`OLY PE
KRG -11000 Pre- development - Subbasi a #2A 121612011
° C' :CC1it.VE N
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
11a
98
30
77
Assume: HSC1 W =
0.0°1
HSO'B'=
98,0%
1-1SCr V =
2,0%
Cover C'onditlon
SC CN
Comments
1rn crvious
98
L3 en
61
Assume good condition
Wooded
55
Assume good condition
II¢ PRF,09VELOMENT.
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.03
Onsite o en
61
0,03
Assume
good condition
Onsite wooded
55
6,05
Assume good condition
021ite oitd
100
0,00
-
Offsitc impervious
98
0.00
4
ogsite o en
61
0.00
Assume good condition
Ofl'site wooded
55
0.0{1
Assaivae
ood condition__
2 lsite and
10{}
0.0{i
Total area =
65,11
acrem
0,0095
sql mi:
Composite SCS CN =
56
% Impervious =
t},5%
B. Time of Concentration Information
"Time of concentration is calculated casing the SCS Segmental Approach (Tlt -55).
Segment 1: Overland Flow
Segment 2. Concentrated Flow
Length _
100
ft
Length = 490
it
Height '=
To
f -
Height = 57.45
ft
Slope —
0.0760
f1/f3
Slope -- 0.117
ft/ft
Manning`s n =
0,40
Woods - Light Underbrush
Paved? = No -
P (2-year/24-hour) -
3,48
inches (Wake County„ NQ
Velocity —° 5.52
ft/sec
Segment Time
1Z#7 #7
ntin aces
Segment Time = 7.48
tithes
Time of Concentration = 13.55
minutes
SCS Lag Time = 8.13
minutes (SCS Lag = 0.6* Tel
imp- Inerement ......... .216 _....
tninntes f= 0 29 *SCS I ac!)

NEW HILL PLACE HYDROLOGIC CALCULATIONS
RG -1 1000 Pre - development ® Subb assn ##2B
Offsitc pond
100
tI:UtI
IISG
Iinperviotis
pen oodeti
A
98
39 30
B
98
61 55
98
74 70
D
98
80 77
Assume. HSG "A' =
0.0%
HSG V
"7yy�7..5%
HSO FC' =
0,0%
Cover Condition
SCS N
6omments
Irn crvious
98
Open
65
Assure good condition
Wooded
60
Assume good condition
III. PRE. -DtV L0MENT " "
Segment : Concentrated Flow
A. Watershed Breakdown
too
fl
Contributing Area
SCS CN
Area [acresi Comments
onsite impervious
98
0,00
Offsitc pond
100
tI:UtI
Total area =
4.76
acres
0.0074
sil.mi;
Composite SCS Cpi =
60
% impervious =
fl.{i%
B. Time of Concentration Information
* * *Yarae of concentration is calculated using the
SCS SegrnenudApproach r`1 -55'},
Segment 1: Overland Flow
Segment : Concentrated Flow
Length =
too
fl
Length -=
350
ft
Height =
42
ft
height =
43:2
ft
Slope =
Oi 0420
Wit
Slope =
11,1234
fllft
Manning "s n —
0A0
Woods - Light ht Underbrush
Paved ? =
No
P (2�year/24 -Maur) =
3.48
inches (Wake County, NC}
Velocity =
5.67
Mee
Segment Time =
15.30
minutes
Segment Time =
L03
minutes
Time of Concentration = 16.33
minutes
SCS Lag Time = 9M
ininutes (SCS Lag
= 0.6* '1'c)
B. IHNA`I OLk"A„ PE
12/6/2011

NEW HILL PLACE (J LOG CALCULATIONS B, IHNATOLYA, PE
KRG- I 1000 Pre-development - Subbasin #2C-Onsile 12/6/2011
1 SCS CI. RYC NUMBE RS
A. Watershed Breakdown
Contributing Area
SCS CN
C Area [acres) Comments
onsit
98
. . ... . ..... . ........
E 0 05 1
0
Assume good condition
onsite wooded 57
.... . ......
1 i k—!
100
0,00 1
fJffsltc impervious
Ciff' open site
62
0,
00
OM Assunric,good coridition-
s ii. e x ooded Vim..
57
1 0 00 Assuanc good L GoBldltlon
76
0,00 I Assume 38% Imperv,ousR
C)ffsate pond
Total area =
21,40
acres
0,0334
sq.mi,
Composite SCS CN =
57
% Impervious =
03%
B. Time of Concentration Information
***Thne ofconcentration is calculated using the
SCSSegnienfal,4,oproach (TR-55),
Segment 1: Overland Flow
Segment 2. Concentrated Flow
Ungth =
100
ft Length =
214
ft
Height=
338
It Height =
L8
ft
Slope =
0,0338
ft/ft Slope =
0M84
JIM
Manning's n =
040
Woods - Light Underbrush Paved ? =
No
P (2-year/24-liour) =
148
inches (Wake County, NQ Velocity =
1-48
ft/sec
Segment Tinte =
16.69
minutes Seguient Time =
2.41
minutes
Segment 3: Channel Flow
Segment 4. Channel
Flow
Length =
1131
ft Length =
398
ft
Height=
50.2
ft Height =
8,89
It
Slope =
0,0444
ft/ft Slope -
0M23
fifft
Manning's n =
O 045
Natural Channel Manning's 11 =
0,045
Natural Channel
Flow Area =
4,00
sf (Assume 2'x 2' Channel) Flow Area =
12,00
sf(Assumc 4'O'Channel}
Wetted Perimeter =
&00
ft (Assume 2'x 2' Channel) Wetted Perimeter=
Moo
It (Assume 4'x YChanticl)
Channel Velocity =
5,32
ft/sce Channel Velocity=
5,59
MCC
Segment Time =
154
minutes Segment Time =
L 19
Iniffunts

B. JHNATOLYA, I
x2/6/201

NEW HILL PLACE HYDROLOGIC CALCULATIONS a.11-INATOLYA, PE
i tG -1 1000 Prendevelaptnent r Subbasin 1720.0 ,sate 12/6/2011
■ SCS C1,1 1 Y M4 R
Onsite open
61
i. 0,00 1
Assume god8d eonditioi }.
t}nsite w deli
S6
— {3 fl0 �
� Assume good condition
CJrrsitc pond
1fld
E 0,00 �
-
C7ffsile imprvad�us
Offs it
Assuirtc goodl condition
Gffsitd: wooded 65 0
C}tfsife 174 Ac Resid [ ots 75
Assuna eood condition
Assume 38% Impervious
t ilsitc pond
too
� 0,00 i
_._.. -..
Total area -=
7,74
acres
0.0121
sg.mi.
Composite SCS CN =
70
% Impervious =
21A%
R. I" roe of Concentration information
* * *7atne of coneeutra lion is calculated using the
SCS Segmental Approach GR -5,5 .
Se ntient 3: Overland Flow
Segment 2. Concentrated T"lcrw
Length =
100
#t
Length=
37
ft
Height =
3.9
ft
Height �
L8
it
Slope =
Oi 0390
ft/ft
Slope =
0,0486
Wit
Maiming"a n =
0,24
Dense Grasses
Paved ? =
No
P (2-year/24-hour) =
3,48
inches (Wake County, NQ Velocity=
356
fusee
Segment Tlnte
171.48
minutes
Segment Time =
A17
rrrarr tes
See ntent . Channel l,11on,
Segment 4: Charmel
Flow
Length m
143-
it
linen -th -
73
f
Height =
I L6
it
Height =
8.9
ft
Slope �
0,0811
ft/ft
Slope =
(1.1219
t`ttft
Manning's n =
0,013
Assume 18" RCP Culvert Manning`s n
0,013
Assume 18" PCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP)
Plow Area =
1.77
sf (Assure 18" RCP)
Wetted Perimeter =
9_71
ft (Assume 18" RCP) Wetted Perimeter =
4 -71
it (Assume 18" RCP)
Channel Velocity =
1&98
ft/sec
Channel Velocity=
20.82
flAcc
Segment Time =
0..14
minutes
Segment Time =
0.116
minutes

I3. I NAT LYA, PE
11612}11

NFW HILL PLACE HYDROLOGIC CALCULATIONS
KRO-1 1000 Pre-development - Subbasin #3A
" $C$C "AVE NVMBFERS
HSG
Impervious
Open Wooded
0A0 ,Assume
98
39 30
B
98
61 55
C
98
74 70
D
98
80 77
Assume: HSGW=
000/0
sq,mi,
HSO'B'=
100 0%
HSG 1C, =
0,0%
HSG'D'=
0,0%
,over 'oudition
scs CAN
Comments
Impervious
98
Length =
100
61
Assume good condition
Wooded
55
tlssunte good condition
11. PR&DEVELOPMENT
ft/ft
Manning's n =
A. Watershed Breakdown
Woods - Light Underbrush
P (2-year/24-hour) =
Contributing Area
SCS CN
Area [acres] Comments
tJnsiLe impervious
98
0.00
Onsite oven
61
1 0,00 Assume good condition
Offsite open
61
219
0A0 ,Assume
Offifte wooded
55
It
0.00 Assume
Ofbitc pond
100
Paved ? =
0,00
Total area=
0.95
acres
ft/sec
0,0015
sq,mi,
Composite SCS CV =
55
% Impervious=
0.0%
11, Tirtic of Concentration Information
* "Three of concentration is calculated using the
SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length =
100
it
Height=
14S
ft
Slope--
0.1480
ft/ft
Manning's n =
0,40
Woods - Light Underbrush
P (2-year/24-hour) =
3.48
inches (Wake County, NQ
Segment Time—
9..25
minutes
Time of Concentration y 9.81
SCS Lag Tfine= 5.88
......'Time
Increment = ------------------ - - 1"JI
,n
Segment 2: Concentrated Flow
Length '=
219
it
Height=
36
It
Slope=
0x1644
ft/ft
Paved ? =
No
Velocity=
6,54
ft/sec
Segment Time =
a56
minutes
ainutes (SCS Lag 0,6* Tc)
B.)IINATOLYA, PE
1216/2011

NEW HILL PLACE HYDROLOGIC CALCULATIONS B, IFINK17CLYA, PE
KRG-11000 Pre-development - Subbasin 433 12/6/2011
-$(.4$ CVRVE:.N 'M
,U
I . MMS
HSG
Impervious
Open
Wooded
A
8
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assome. HSG'A'=
00%
HSG'B'=
100,0%
HSG 'C' =
0,0%
HSG'D'=
(1,0%
SCSSegmentalApproach (7R-55).
Cover Condition
SCS CN
Comments
l"IDervious
98
Open
61
, �oaw ood �condifion
ft
Wooded
55
Assume good condition
IL PRE-DEVELOPMENT'':
7A
ft
A. Watershed Breakdown
202
R
Contributing Area
SCS CN
Area [acres]
Comments
Onqitis ininervinim
QR
0 nfl
I
U'UU I -
--- 640 1
Totat area =
0,51
acres
0,0008
sq.tni,
Composite SCS CN =
55
% Impervious �
(10%
B. Time of Concentration Information
*$*lone ofconcentration is calculated using the
SCSSegmentalApproach (7R-55).
Segment I., Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
163
it
Height =
7A
ft
Height =
202
R
Slope =
0.0740
ft/ft
Slope =
0.1239
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
Paved ? =
No
P (2-year/24-hour) =
148
inches (Wake County, NQ
Velocity =
5M
MCC
Segment Time =
1
minutes
Segment Time =
0.48
minutes
Time of Concentration = 1168
minutes
SCS Lag Time = 7.61
minutes (SCS Lag
=11,6* Tc)
Time Increment =­­ ­­.-.121 ........
. . . .... minutes f=0.29*&CS Lae)
-

NEW HILL PLACE HYDROLOGIC CALCULATIONS
K tG -I 1000 Pre-development - SSubbasin M
SCS CURVE N01BERS,
ttlp�t'�'iOnS 3 pin jx�i?%}CJ�d�
9 3 3t
61
_...
C 98 3 74
D- .........._.... - t_.., -.._
rtssunte: HSG " ' -- 0.0%
HSG1C,= 0.0%
FJSG 9D' °-= 0.0"x'0
:over ionr ttiott S (��.� Commen #�
1 #Ilpt'rVlC7tB5 ��' 3
�
�
Wooded �� l"LS�Sttn3e �t5t7Cl �otadttBOt1
11. I RE— I)EVEt, )1'ISIENT
A. Watershed Breakdown
Contributing area SCS CIS Area [acres] 4Comments
tJnsdteStatrscndeuS 9 0,00 d -
{3lasitc o cn I fi 1 0 00sstlme ood condttlon
Onstte wooded �� � 1 i 4 f�SStIBTIe g6L?d ettt dttlCTti
Gttsltc pond _m 100 0 00
F®....,.- _ .n ._.
oftsttr ttst crvBOUS 0 0{1
t Tsitc opcn 0 00 1lssadtncT ootl condition
m_ . __. .._.v.m61 ®.... _ µ
Ctffsite wooded 2.24 Assume good condition r
100 0 Otl
t7ffsite pond � ..��.v..��,....� .w.w.
Total area = 19.72 acres
0,0308 sq.mi:
Composite SCS CN = 55
% Impervious = 0,0%
B. 'Time of Concentration Information
*,* *lime of concentration is caalculaaleal using the SCV Se inenlal Apprc?atch (TR -55),
Segment I: Overland Flow Segment : Concentrated Flo
Length u 100 ft Length - -=
301 ft
Height - 1 £t Height =
17,8 it
Slope y 0,0320 Rift Slope =
0.0591 ft/ft
lvfannines n = 0,40 Woods - Light Underbrush Paved ?=
No
P (2- yearl24 -hour) 3.48 inches (Wake County, NC) Velocity=
3.112 Mee
Segment Time = I Z 06 nalanales ` Segment Time -
1 -18 Inin ates
Segment 3: Channel F tarty
Length = 1116 it
Height 69,01 tt
Slope= 0,0618 Edit
Manning's n = 0,045 Natural Channel
Flow Area = 2,00 sf (Assume 2'x I' Channel)
Wetted Perimeter = 4M ft (ttssutne 2'x 1' Channel)
Channel Velocity = 5.19 fusee
Segment Unie 31,59 minutes
Time of Concentration = 2193 minutes
SCS I,ag "Time` -- 13.16 minutes (SCS Lag
— 0.6* Tc)
Time Increment= 182 minutes _ 019*SCS Ltt
B. 11- INA'TOLYA, p1
12!612011

NEW 1-111-L PLACE
HYDROLOGIC CALCULATIONS
KRG- I 1000
Pre-development -Subbasin #3D
I SCS CURVE NUMBERS
sq,no
Composite SCS CN =
crijous pin iao eat
A
--W--
B
61 55
C
-98
D 98 LO 77
Assume: HSCj'A'= 0,0%
HSG'B'=
100,0%
HSG'C'=
U%
FISG
'fay = 0,0%
I leight =
7.9
ft
Slope
0.0790
Wit
Mannines n =
0,40
IL PRE DEVELOPMENT
P (2-year/24-hour) =
A. Watershed Breakdowvrt
inches (Wake County, NQ
I Comments
Contributing Area SCS CN A OS
98
1149
0. 00
onsite open - --------
'o"
--- --------- ----- a. sIj odcondftmn
bus-4,e- w- o'd-rd
T 5-5 3,28 i Assuniegood condition
----6usite —pond
ft
Height =
00
Totat area =
128
acres
Height _
OM51
sq,no
Composite SCS CN =
55
No
% Impervious =
(7.0%
Segment Time
B. Time of Concentration Information
***7'iiiieofcoriceiitraiioiiiscalciilatedi4siiigtiteSC,SSegitzey,ital Approach (TR-55).
Segment 1: Overland Flow
Length =
100
It
I leight =
7.9
ft
Slope
0.0790
Wit
Mannines n =
0,40
Woods - Light Underbrush
P (2-year/24-hour) =
3,48
inches (Wake County, NQ
Segment Time =
1149
rainutes
Segment 3. Channel Flow
Length
270
ft
Height =
23
it
Slope =
0A52
ft/ft
Manning's n =
0,045
Natural Channel
Flow Area=
2,00
st' (Assume 2'x I' Channel)
Wetted Perimeter .
4M
ft (Assume 2'x I' Channel)
Channel Velocity-
6,09
ft/sec
Seginent Time =
0. 74
minutes
Segment 2: Concentrated Flow
Length =
202 ft
Height _
15 ft
Slope
0,0743 ft/ft
Paved?
No
Velocity =
•1,40 ft/scc
Segment Time
(4 77 minutes
Time of Concentration = 13.39 minutes
SCS Lag Time = &03 minutes (SCS Lag = 0,6* To)
'rime Increment'- 2,33 minutes = 0.29*SCS, La�j_
B. IHNA'('O[.YA, PE
12/612011

Contributing Area
SE'S CN t Area lacresi
Cinsite is a cfvious
i 98 0,00
Orisite o
61 s 0,00
wooded
i 55 Sid Assnir
site
98 i Obo
Id
3MM"M
B, JHNATOLYA, PE
12/6/2011
Total area =
8,20
acres
0,0128
sq,mi,
Composite SCS Cad =
55
% Impervious _
0,0%
B. Time of Concentration Information
Tune of concentration is calculated using the
SCS Segineinal Approach (TR-55).
Segment 1: Overtand Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
M
ft
height -
Ll
ft
Height �
30.9
ft
Slope =
0,0110
Wit
Slope =
0.1577
ft/ft
Manning's n =
OAG
Woods - Light Underbrnsh
Paved ? =
No
P (2-year/24-(iour) =
3 AS
inches (Wake County, NC)
Velocity =
6,41
ft/scc
Segment Time '=
26,15
minutes
Segment Moo =
0 51
ullnutes
Segment 3: Chanud Flow
Segment 4: Channel
Flow
Length -
406
ft
Length =
506
ft
Heighht =
29.6
ft
Height =
1437
ft
Slope--
0,0729
ft/ft
Slope =
OM84
ft/ft
Manning's n =
O.045
Natural Channel
behmmng"s n =
O.045
Natural Channel
Flow Area =
2,00
sf (Assume 2'x I' Channel)
Flow Area =
6,00
sf (Assume Yx 2' Channel)
Wetted Perimeter =
4,00
ft (Assume 2'x V Channel)
Wetted Perimeter =
7M
It (Assume Y 2' Channel)
Channel Velocity=
5 . 6.3
ft/sec
Channel Velocity=
5,03
ft/sec
Segment Time =
7170
minutes
Segment Tyme =
1.67
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS
N
Kitty -11000 Pre - development - Subbas tt ME -Onsde
Time of Concentration = 2%54 minutes
SCS Lag Time = 17, 72 ininutes (St
B. IRNMOLYA, Pi"
1216t2011

NEW HILL PLACE HYDROLOGIC CALCULATI B, IHNATOLYA,PE1
KRCI -I 1000 Pre-acv lgjt m nl - Subbasin #3E- C)ffsite 12/012011
t SCS CURVE NUMBERS
Contributing Area � SCS CN area (acres] Comments
rnt9filre' llri t5t*i'V !t'i /iC
01 site Bi(ieri
6I
{} fltl � Assinnle �ctrd Ctnrndttitnn _._
C7nsktc wooded
fl tiCi B Assume good condition
_m 0 snsite jnt?ntly
lllti
fl 00
Mile impervious
1 3 5
CiffsBfe t?�ne13
61
61 g{Ai&ittK}}}CI G{lB }Cltik{}11__n
C)ffs tte wooded G�5
� 131 Assunne otad et?ndltkt�n
i ffslte I74 Ac Reskd Lots I
75
� �� Assume 38%IB7i f41tiUS r v TM
Cifskic lnond
do
Total area =
I L 15
acres
0.0174
sq.mn.
Composite SCS C N �
70
% impervious =
111%
B. Time of Concentration Information
* * *3irrke of concentration is calculated using the
SC'S Semnekttal Approach (M-55),
Segment Ja Overloud Flotr
Segment 2 Concentrated Flow
Length =
hill
ft Lemph =
229
tt
Height
6.3
ft Height =
263
ft
Slop =
0,0630
fitlt Slope —
Oi 1148
ft/ft -
annirng's n -
0.40
Woods - Light Underbrush Paved 2 —
No
Ir (2-year/24 -hour) T-
3,48
inches (Wake County, NQ Velocity -
5.47
ft/sec
Segment Time
73,01
Inindoev Segment Time
0x70
atinutes
Segment 3: Channel Flow
Segntent 4, Channel Flow
Length —
253
ft Length =
367
ft
Height -
14.7
ft Height=
2,2
ft
Slope —
0.0581
ftllt Slope =
0.0060
ft/ ft
Iv anning's n =
0.045
Natural Channel Manning's n =
0.045
Natural Channel
Flow Arc a
100
sf (Assume 2'x I' Channel) flow Area =
2,00
sf (Assume 2'x I' Channel)
Wetted I'erilneier
rl.tlC?
ft (Assume 2' x I' Channel)_ Wetted Perimeter =
4,CIt?
ft (Assumc 2' x I' Channel)
Channel Velocity -
5.03
ft/sec Channel Velocity=
1,61
ftisce
Segment Time —
7484
minutes Segment Time =
3.79
ntinutes

NEW fill.1, PLACE
KRG-1 1000
HYDROLOGIC CALCULATIONS
I-'re-development - Subbasin #3E-Offsite
Segment Sz channel Flow
Length=
169
ft
Height =
163
ft
Slope =
0M64
ft/ft
Manning"s a -
OM3
Assume 18" RCP Culvert
Flow Area =
L77
sf (Assume 18" RCP)
Wetted Perimeter -
4,71
It (Assume 18" RCP)
Channel Velocity =
18.52.
ft/sec
Segment Time
M
nuitudes
Time of Concentration � 18,49 minutes
SCS Lag Time = I LG9 minutes (SCS L
Time Increment = 122 minutes L"0.29
In

NEW HILL PLACE HVDROLOGIC CALCULATIONS
KRO -I 1000 Pre - development - Subbttsirt 114
w
[rnTterl�wtens � d'1ten � �outetL
_.m.,
tlrsite wooded 55
.� v.
tl 17 # Assinnand csmtlttRtta
13
C7ilsiie postd j
911 61
p,fl6
80 i 77
Assuntea
r1SG 'A' =
0,0%
HSG 113' —
1.00.0%
acres
I.ISCi 'C'
0,0%
11SG'1}' =
0,0%
Coyer 'onditiort
tiS '10' I 6t{}Qn�n�nt�
II #ilserv�ons
E
%%if" rn
GP ..._...:..w..._... 3
�
61 Assume good condition
Wooded
0:0%
55 Assume good condition
13. Time of Concentration Information
IT. PRE-DEVELOPMENT
A. Watershed Breakdown
* * *Tin?e of concentra lon is calculated casing the 5"t C5 5"egrnentaal,,Ippro ach (TR -55),
Contributing Area a
SCS CN Area ladies]
{
to wooded 1 55
_ w �m.. _ -10,
site pond
Imnervious _ _.. 98
Comments
13, IHNA`rOLYA, P
121612{311
0 ffsatc otcrt i'!—
_ Assunic good condition
_.m.,
tlrsite wooded 55
.� v.
tl 17 # Assinnand csmtlttRtta
C7ilsiie postd j
100
p,fl6
Total area =
2,79
acres
tiM44
stl.tvi,
Composite SCS CN =
5
Flo Impervious =
0:0%
13. Time of Concentration Information
* * *Tin?e of concentra lon is calculated casing the 5"t C5 5"egrnentaal,,Ippro ach (TR -55),
Segment 1: Overland Flow
S'egntent 2. Concentrated F°lon,
Length =
too
It
Length —= 117
f,
1- Ieipht=
4,4
It
height= 111.7
ft
Slope =
0,0440
Wit
Slope = 0.0915
ftlil
Manning's n =
0.40
Woods - Light Underbrush
Paved ? = No
P (2-year/24-hour) =
3.45
inches (Wake County, NQ
Velocity = 4,88
Mee
Segment Time =
75 62
minutes
Segment Time = 0.49
minutes
Segment 3: Channel Flow
Length =
365
tl
Height =
22.6
ft
Slope =
ti,0619
Wilt
Manning's n =
0,045
Natural Channel
Flow Area _
2.00
sf {Assume 2'x I' Channel}
Wetted Perimeter -
4,00
#I (Assume 2'x 1, Channel)
Channel Velocity=
5 19
Mee
Segment Tinte =
L 17
minutes `
Time of Concentration = 16.53
minutes
CS Lag Time = 9.96
minutes (SCS Lag = 0.6* `Cc)
Time locrement= 2,89
minutes =I3,29 *SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. THNA`i`tJLYA, P
KRG -I 1000 Pre- develolmient - Subbe sin 0- Onsile 12/6/2011
' SCSCURVENUMBERS
Contributing Area
SCS CN
Area [acresi I
Comments
( nsate aru�aervitaus i 8 l r 00
wn.,.. _n �TM
C)nsate open_
...... ,_ .,.,.m._.
_.__
1
_n .n
1} 00
1 .�.. _
AssnnI good condition
_..w..
Onsite wooded
55
768
Assume good condition
Cinsite pond
It70
f100
tJflsatt tatltsrvfcatas 9gm
a m..T
.ft
GG_
t2ffsite wooded
61
55
O.OII
0,0()
Assume good ondition
Assume Maori conduit n
„�.....�.� w
t?ffsite 114 Ac ftcs d Lots
...�.�,..
75
f 0.0{1 i,
wt- M�.�..._�- .,.._.
Assume 38% Impervious
_.m _. n .
C?ffsate Pont!
_.
'dotal area =
7,g
acres
0.0120
sq,n3a.
Composite SCS CN =
55
% Impervious =
ti:tl%
B. "['true of Concentration Information
*Thee of concentration is calculated using the SCS'S'eginental ttlalarorach t`17? -55j,
Segment 1: Overtand Flow
Segraeut 2: Concentrated Fto
Length =
too
ft
Length —
200
ft
Height =
6,3
ft
Height =
261,5
It
Slope =
O:0630
It/ft
Slope =
0.1019
iilft
Manning's at=
0,40
Woods -Light Underbrush Paved' >=
No
(2- year /24 -hour) =
3,48
inches (Wake County,
NQ Velocity =
5.15
1t/sec
Segment Tinte =
13.01
minutes
Segment Time =
0.84
s mates
Segment 3: Channel Flow
Seginent 4. Channel Flow
Length -
429
fl
Length =
389
fb
Height —
17.9
ft
Height =
11,8
if
Slope -
0,0417
ft/fl
Slope =
Oe0303
fi/ t
Manning °s n =
0.045
Natural Channel
Morning's n =
0,045
Natural Channel
Flow Area
2,00
sf (Assume 2'x I' Channel)
Flow Area -=
fa,00
sf (Assume 3' x 2' C=hannel)
Wetted Perimeter `=
4.00
ft (Assume 2' x I' Channel) Wetted Perimeter =
7,00
ft (Assume 3' x 2' Channel)
Channel Velocity—
4,25
fusee
Channel Velocity _
510
fusee
Segment 77me=
1,68
minutes
Segment 71me =
1.25
minutes s

NEON HILL PLACE HYDROLOGIC ROLOGIC CAL ULA`iOIO
KRG-I 1000 Pre- development - Subbasin 0-Onsit
Time of Concentration _ 1638 minutes
CS Lag Time = 10,07 minutes (t S Lag = 0,6* Tc)
B. IHNATOLYA, P
12/612011

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-11000 Pre-development ® Subbasin #5-Qffsite
lr,,SCS .CL RVJKNUMBERS.
Assume. HSG'A'=
0 0%
acres
HSO'B'=
100,0%
HSO'C'=
0,0%
stimn.
HSG *U=
0,0%
Cover Condition
SCS CN
Comments
Impervious
98
% Impervious =
61
Assume good condition
Wooded
55
Assume good condition
1/4 Ac, Resid. Lots
75
Assume 38% Impervious
11. PR&DEVE-LOPMENY
A. Watershed Breakdown
SCS SegnientalApproach (7R-55).
Contributing Area
SCS CIS
Area facresl Comments
Onsite ininervious
050
Onsite pond 100 6100
Oftsite impervious 98 1;06
011site ouca 61- -3 1 Assume good condition
B. If-INATOLYA, PE
1216/2011
Total area =
8,89
acres
O0139
stimn.
Composite SCS CN —
68,0
% Impervious =
I1.9%
B. Time of Concentration Information
*Tuna of concentration is calculated using the
SCS SegnientalApproach (7R-55).
Segment 1: Overlond Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
192
it
Height �
4,9
It
Height =
25:9
11
Slope=
0.04910
fi/fi,
Slope -=
0.1423
ft /ft
Manning's n -
024
Dense Grasses
Paved ? =
No
P (2-year/24-hour) =
148
inches (Wake County, NQ
Velocity=
609
ft/sec
Segment Time =
.56
minutes
Segment Time =
I
minutes
Segment 3r Channel Flow .......... -
Segment 4., Channel Flow
... . ............
Length=
117
ft
Length =
166
it
Height =
93
ft
Height =
6:9
ft
slope
0.0795
JIM
Slope=
0,0416
ft/ft
Manmn& n =
0.045
Natural Channel
Matining!s n =
0,013
Assume 18" RCP Culvert
Flow Area
100
sf (Assume 2'x 1' Channel)
Flow Area =
1,77
sf (Assume IS" RCP)
Wetted Perimeter
4.00
ft (Assume 2'x I'Channcl)
Wetted Perimeter
4:71
it (Assume IS" RCP)
Channel Velocity =
5,88
ft/sce
Channel Velocity =
12.16
ft/sec
Segment Time =
33
minutes
Segment Time =
0.23
minutes

i a

Length =
157
fi:
Height =
1,9
It
Slope =
1..0121
ft/ft
Manning's 11 =
0.045
Natural Channel
Flow Area –
20,00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
1100
11 (Assume 5'x 4' Channel)
Channel Veloorty =
4 85
ft/sec
Segmeat Time =
(4S4
folutgeS
F—)teach #1 Total Time =
774
unfluttes
�— Reack #2
Climutel Flow
Length
986
ft
Height
8,85
11
Slope
0,0100
ItIll
Manning's n
0.045
Natural Channel
Hovv Area =
20.00
sf (Assume 5' x 4' Channel)
Wetted Perimeter=
13,00
ft (Assume 5'x 4' Channel)
Channel Velocity =-
441
tUsec
Segment Time = 3,35 "doutev
L -each #2 Total Time = 335 ofiffulas
— Remelt #3
Cloutnel Flow
Length =
1076
ft
Height =
IIJ
ft
Slope =
0,0103
ii/ft
Manning's it =
0.045
Natural Channel
Flow Area-
211.00
sf (Assume S'x 4' Channel)
Wetted Perimeter =
1100
ft (Assume 5'x 4' Channel)
Channel Velocity =
4.49
filsec
Segnteur Time =
4. 00
nuffultes
Reach #3 Total Tinte =
4.00
aattttrat
Reach #4
Clianoel Flow
Length
26
ft
Fleight
0,5
ft
Slope
O,0192
fi/ft
Manning's n =
0,045
Natural Channel
Flow Area =
20,00
sf (Assume Y 4` Channel)
Wetted Perimeter,--
13,00
ft (Assume Y 4' Channel)
Channel Velocity
6.12
ft/sec
Segment Time
0,07
mitottes
Reach #4 Total Time
6.07
miattles
B, IHNA:rOLYA, PE
1216/2011

REACHES
B, IHNATOLYA, PE
12/6/2011
Length =
155
ft
Height =
15
ft
Slope=
OM61
ft/ft
Nlanning's n =
O.045
Natural Channel
Flow Area =
MOO
sf (Assume S'x 4' Channel)
Wetted Perimeter =
1100
ft (Assume 5'x 4' Channel)
Channel Velocity =
5ko
tvscc
Segment Time =
a46
"Itnutes
—Reach #5 ' tataVfitae =
a46
Channel Flow
Length =
241
ft
Height =
3,42
ft
Slope
0,0142
ft/ft
Manning's n
0.045
Natural Channel
Flow Area
20,00
sf(Assume 5'x 4' Channel)
Wetted Perimeter
13,00
ft (Assume 5'x 4'Chamwl)
Channel Velocity=
5-26
fit/sce
Segntent Tinte =
0.76
ntittittes
Reach #6 Total Tinte =
0.76
affluttes
Otannel Elow
Length -
302
ft
Height=
6.74
ft
Slope =
OX1223
ft/ft
Mantung's n =
O.045
Natural Channel
Flow Area =
1100
sf(Msunre 4'x 3' Channel)
Wetted Perimeter =
10,00
fl (Assume 4'x J'Channei)
Channel Velocity=
5.59
fusee,
Segineat Tinte =
0, 90
Ininules
Reach #7 Total Tinte
1, a13
Pttittuta 4
F> Reach #8
Channel Flow
Length =
568
ft
Height =
13,92
ft
Slope =
O.0245
ft/ft
Marmines n =
0,045
Natural Channel
Flow Area =
1100
sf(Assume 4'x YCharawl)
Wetted Perimeter =
10,00
It (Assume 4'x YChanne))
Channel Velocity =
5,,SS
MCC
Segment Time n
1.62
minutes
7epacle #8 Total Tinge =
1,62
ntinutes

NEW HILL PLACE REACHES
KRCY- 1 1000
Segment S. Chaaael Flow
Length =
1131
ft
Height =
Channel Flow
ft
Slope =
0.0444
ft/ft
Length =
692
ft
Flow Area
Height =
15,74
11
6,00
Slope =
0,0227
ftift
d/scr,
Manning's n =
0,045
Natural Channel
Segruent 6. Chanuel Flow
Flow Area =
12,00
sf (Assume 4'x 3' Channel)
398
Wetted Perimeter =
10,00
ft (Assume 4'x 3' Channel)
ft
Channel Velocity =
5.64
ft/see
Manning's n =
Segoseat Thne =
2,05
inintifes
12.00
sf (Assume 4' x3' Channel)
Wetted perimeter =
MOO
Reach
Channel Velocity
5,59'
ft/sec
Channel Flow
1119
nilautes
Chanael Flow
Length
503
ft
ft
Height
4,8
ft
Slope =
Slope =
11M95
fl/ft
0.045
Manning's n =
1}.045
Natural Channel
sf (Assume 4'x 4' Chain nel)
Flow Area =
16.00
sf (Assume 4'x 4' Channel)
Channel Velocity =
Wetted Perimeter =
1100
If (Assurne 4'x 4' Channel)
3.10
Channel Velocity =
3. 2
ft/sec
atinutes,
Segineat Tinje =
x'.14
minutes
Reach #10 Total Thwe -
2,14
f1dautes
Reach #11
Segment S. Chaaael Flow
Length =
1131
ft
Height =
50,2
ft
Slope =
0.0444
ft/ft
Msmnmg!s 11
O 045
Natural Channel
Flow Area
4,00
sf( ssume 2'x 2' Channel)
Wetted Perimeter
6,00
11 {Assume 2'x 2' Channel)
Channel Velocity
532
d/scr,
Segatent Thae
3.54
fninates
Segruent 6. Chanuel Flow
Length =
398
fi,
Height
5.89
ft
Slope =
0,0223
tuft
Manning's n =
0,045
Natural Channel
Flow Area =
12.00
sf (Assume 4' x3' Channel)
Wetted perimeter =
MOO
ft (Assurne 4'x 3' Channel)
Channel Velocity
5,59'
ft/sec
segareat 71are
1119
nilautes
Chanael Flow
Length
960
ft
Height
15.91
ft
Slope =
0,0166
fl/ft
Manmng's a =
0.045
Natural Channel
Flow Area =
MOO
sf (Assume 4'x 4' Chain nel)
Wetted Perimeter =
12,00
R (Assume 4'x 4' Channel}
Channel Velocity =
5.16
ft/see
Segment Time =
3.10
Minates
Reach M Total Tinte =
Z83
atinutes,
B, IHNATOLYA, PE
121612011

NEW HILL PLACE
III
Height
REACHES
KRG- I 1000
0,0153
Manning's 11 =
0.045
Flow Area =
2i1 00
Wetted Perimeter =
13,00
Orannel Row
5-46
sf (Assume 4'x 3' Channel)
Wetted Perimeter -
10,00
Length =
58
it
MCC
Height =
I
ft
lteaxcla #15 Total Time =
Slope-
U172
11/ft
Mannitlg!s s1=
0,045
Natural Channel
Flow Area=
20.00
sf (Assume S'x 4' Channel}
Wetted Perimeter'-
1100
ft (Assume Yx 4' Channel}
Channel Velocity=
539
ft /sec
Sagment Thne = 0,17 minutes
Reach #12 Total Tfine = 0,17 minutes
— - — - - ----------- -- ----- ----
Reach #13
Channel Flow
Length
III
Height
1.7
Slope
0,0153
Manning's 11 =
0.045
Flow Area =
2i1 00
Wetted Perimeter =
13,00
Channel Velocity =
5-46
ft
ft
ft/ft
Natural Channel
sf (Assurne 5'x 4' Channel)
It (Assume 5'x 4' Chanel)
fl/sce
Segment Tinte = 0,34 minutes
LLLLLL22cJt #13 Tot,a,tTi,m,e = 0.34 ininutes
Renck #14
(71tanne.1 Flow
Length =
263
Height ==
3,7
Slope=
O,0141
Meaning's n =
O 045
Flow Area =
20,00
Wetted Perimeter =
13,00
Channel Velocity =
5,23
fi
fl
ft/ft
Natural Channel
sf (Assume S'x 4' Channel}
A (Assume 5'x 4' Channel)
ft/sec
Length =
394
ft
[fiaght v
4;59
It
Slope =
0,0116
ft/ft
Manning's 11 =
0,045
Natural Channel
Flow Arco=
1100
sf (Assume 4'x 3' Channel)
Wetted Perimeter -
10,00
ft (Assume 4'x 3' Channel)
Channel Velocity=
4,04
MCC
Seginent Tame =
1,63
minutes
lteaxcla #15 Total Time =
r.6-3
nunutes
13, IHNATOLYA, PE
12/6/2011

NEW HILL PLACE
608
ft
R_F-ACIIL, S
KRG- I 1000
ft
Slope=
0.0342
F- -Reacl, #16
Manning's it =
0,045
Natural Channel
Chanael Flow
6,00
sf(Assume Y 2' Channel)
Wetted Perimeter =
7.00
Length =
774
ft
ft/Sec
Height =
K6
11
Remelt #19 Total ?'lase =
Sloe=
0.0189
ft/fi,
tvlanning's n '
O,045
Natural Channel
Flow Area =
1100
sf (Assume 4'x YChannel)
Wetted Perimeter =
10,00
ft (Assume Tx YChannel)
Channel Velocity =
5. 14
ft/sce
Segntear Tiate =
2..51
InIffares
Reach #16 Total Tiate =
2-51
-
minutes
- ----- --------- -- - - -----
Chmatel Flow
Length -
877
ft
Height =
IT63
11
Slope =
0,0201
ft/ft
Nlanning"s n =
0,045
Natural Channel
Flow Area =
12,00
sf (Assume Tx YChannel)
Wetted Perimeter
10,00
ft (Assure Tx YChanncl)
Channel Velocity=
530
II/Sec
Se meal Tinte =
2,76
minutes
Reach #17 Total Time =
Z 76
nufautes
c1lannel Flow
Length =
730
ft
Fleight =
10,65
ft
Slope =
O 0146
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
16,00
sf (Assume Tx 4' Channel)
Wetted Perimeter =
12,00
ft (Assume 4'x 4'Chaturel)
Channel Velocity=
4,84
fi/Sec
Sagateof Time = z5f "doutes
-Reach #18 Total Time = 2JI initiates
Reacl, #19
Chaaael Flow
B, IBNA,rol,YA, PE
12/612011
Length =
608
ft
Ifeight=
2077
ft
Slope=
0.0342
ft/ft
Manning's it =
0,045
Natural Channel
Flo", Area=
6,00
sf(Assume Y 2' Channel)
Wetted Perimeter =
7.00
ft (Assume Y 2' Channel)
Channel 'Velocity _=
5.52
ft/Sec
Segatent Time =
1,84
minutes
Remelt #19 Total ?'lase =
1.84
mloules

NEW HILL, PLACU, BLA�CHFS
KRG- I 1000
Channel Flow
Length =
481
it
Height'
25;6
it
Slope =
0,0532
flift
Mamvjng"s n =
O.045
Natural Channel
Flow Area =
4,00
sf (Assume 2'x 2'Chwmcl)
Wetted Perimeter =
6.00
ft (Assume 2'x 2' Channel)
Channel Velocity =
5.83
fl/sec
Segment Tbrie
L38
Ininutes
Chantrel Row
Length
399
ft
Height =
11.8
ft
Slope
0,0303
ftift
Manning's n
O 045
Natural Channel
Flow Area =
6M
sf (Assume Yx 2' Channel)
Wetted Perimeter
7,00
it (Assume Y 2' Channel)
Channel Velocity=
:1,20
f1/See
Segment Time �
1,25
"liffules
minutes
[--Rewclt #20 Total Time '=
262
— Reach #21
Channel Flow
Length =
960
It
I [eight =
15,91
ft
Slope '=
0,0166
ft/ft
Maturing's n =
0,045
Natural Channel
Flow Area =
16M
sf (Assume 4'x 4' Channel)
Wetted Perimeter =
1100
ft (Assume Tx 4' Channel)
Channel Velocity =
5,16
ft/see
Segment Time =
3, to
minutes
Reach #21 Total Tiine =
v3=10
minutes,
B, IHNATOLYA, PE
1216/2011

am
eaa«76+;
POA 12
Bentley Systems, Inc, +btad Mdrhods Solution Bentley PondPa V
KRm oo pw Center j !ui
,28ZOx J Siemon Company qv Suite ¥BW . . &@ 1 of
Watertown, CT 7## &<« a�- ,#t .

SUBOIA
Pre I year
1
0,187
758,000
084
SUBOIA
Pre 100 year
too
4606
736,000
19.75
SUB01B
Pre 100 year
too
L228
72&000
13,19
SuBoic
Pre I year
1
0.022
730-000
0,16
SUBOIC
Pre 100 year
100
0,225
726,000
2.61
SUBOID
Pre 1 year
1
0,017
728,000
0.18
SUBOID
Pre 100 year
100
OA38
726,000
L62
SUBOIE
Pre I year
1
0.139
75&000
0.67
SUBOIE
Pre 100 year
100
1.787
737.000
13.86
SUB01F
Pre 1 year
1
U74
728,000
0.91
SUBOIF
Pre 100 year
too
0.557
725MO
&76
SUBOIG
Pre 1 year
1
0.209
75&000
0.92
SUB01G
Pre 100 year
too
1192
734,000
25M
SUB01H
Pre 1 year
1
0.312
755,000
L71
SUB01H
Pre 100 year
too
1453
731000
29M
SUB011
Pre I year
1
Moo
75&000
193
SUB011
Pre 100 year
100
6913
737X00
5431
SUB02A
Pre I year
1
U96
753.000
OM
SUB02A
Pre 100 year
100
1,328
72&000
13.98
SUB02B
Pre I year
1
0.116
734.000
O73
SUB02B
Pre 100 year
100
1.199
729.000
12.00
SUB02C-OFFSFM
Pre 100 year
100
2.652
725.000
3238
SUB03A
Pre 100 year
100
0.198
725,000
233
SUB03B
Pre 1 year
1
0,007
753,000
O04
SUB03C
Pre 100 year
100
4 106
734000
34A5
SUB03D
Pre I year
1
0045
753,000
O23
SUB03D
Pre 100 year
100
M85
728,000
T14
SUB03E-OFFSrTE
Pre I year
1
M03
732.000
652
SUB03E-OFFSFFE
Pre 100 year
100
1815
730,000
3754
SUB04
Pre 100 year
100
O582
7M000
5.57
SUB05-ONSM
Pre I year
1
0,105
754M0
0,52
SUB05-ONSM
Pre 100 year
100
Loot
730X00
15.19
SUB02C-ONSITE
Pre I year
1
0375
756,000
1.88
SUB03E-ONSFM
Pre 100 year
100
1,704
740,000
12.36
SUB05-OFFSn-E _LfL�
100 year,
100,
_.__18M
725,0001
^
35.501
Bentley Systems, Ina, Haestad Methods Sofution
Bentley PondPack Val
KRGIIOOG,ppc
Center
[08,11,01,51)
12/812011
27 Siemon Company Drive
Suite 200 W
Page 1 of 3
Watertown, CT06795 USA [phone]

Subsection* i ++
�
Label
Scenario
Return
Hydro graph Time e to Peak
Peak Flow
Event
Volume
(min)
(ft3/ )
(years)
(ac -ft)
POA #1
Pre 1 year
1
1.667
759:000
8129
A #1
Pre 100 year
100
20.061
741.000
156.81
Pre 1 year
1
0.134
731.000
1.10
Pre 100 year
100
1.226
720.000
1119
3-3
Pre 1 year
1
1351
757400
6.79
J -3
Pre 100 year
100
16.252
737,000
128.84
3-6
Pre 1 year
1
1.313
757400
6.60
3-6
Pre 100 year
100
15,895
736.000
126.42
Pre 1 year
1
0.139
758.000
0.67
Pre 100 year
100
1.787
737,000
1186
Pre 1 year
1
0.074
728.000
0.91
Pre 100 year
100
0.557
725:000
6.76
J -9
Pre 1 year
1
0.892
75SM0
4.64
399
Pre 100 year
100
10366
735.000
83.14
POA #2
Pre 1 year
1
1.004
73&G00
749
POA #2
Pre 100 year
100
9.987
734.000
93.97
Pre 1 year
1
0.096
753000
0.52
Pre 100 year
100
1320
728.000
13.96
Pre 1 year
1
0.116
734.009
0.73
Pre 100 year
100
1.199
729.000
1160
Pre 1 year
1
{1.420
727.000
5.99
Pre 100 year
100
1652
725.000
32.38
POA #3
Pre 1 year
1
1.046
738.000
7.25
POA #3
Pre 100 year
100
10,600
736.000
90.83
3-13
Pre 1 year
1
11027
737,000
7.16
3-13
Pre 100 year
100
10.298
735.000
88.75
Pre 1 year
1
0x013
752,000
0.07
Pre 100 year
100
0.196
725,000
2.33
Pre 1 year
1
0.007
753:000
0x04
Pre 100 year
100
0.1061
727,000
1.15
Pre 1 year
1
0.269
757,000
1.21
Pre 100 year
100
4.106
734.000
34,45
Pre 1 year
1
0b045
751000
0.23
Pre 100 year
100
0x685
728.000
7.14
Pre 1 year
1
0$603
731000
6.52'
Pre 100 year
100
1815
730.000
37.54
A #4
Pre 1 year
1
0.038
754.000
0.19
A #4
Pre 100 year
100
0.582
730 >000
5.57
A #5
Pre 1 year
1
0.526
730.000
5,75
A,.45 .
Pre 100 year .
100
......... 4;482 ....
728 =000..........
50.32
Pre 1 year
1
0.187
758.000
0,84
Pre 100 year
100
2.606
736.000
19.75
Pre 1 year
1
0.022
730.000
0,16
Pre 100 year
100
0.225
726x000
2.61
Pre 1 year
1
0.017
720..000..
0.18
Bentley Systems, Inc, Haestsd Methods Solution
Bentley PondPsck Va
KIRG11000.Ppe
Center
[0&11,01,511
121812011
27 demon Company drive Suite 200 W
Page 2 of 3
Watertown, CT 06795 USA +1- 203 - 766 -16 6

Subsection: Master Network Summary
Node Summary
Label Scenario
Return
Hydro graph
Time to Peak
Peak Plow
Event
Volume
(thin)
(ttt3/ )
(years)
(ac-ft)
100
Oa 136
726.000
1.62
1
0114
734.000
6.61
100
1516
733:000
40.40
1
OA21
727:000
5.62
100
2.883
725.000
35.50
1
0.375
756:000
1b50
100
4.821,1,
734;000
39x62
Bentley Systems inc, aestad Methods Solution
KRG11000,ppr G6nter
121812011 27 Slemon Company Drive Suite 200
Watertown, CT 06795 USA +9- 200 - 755 ®1666

POST-DEVELOPMENT HYDROLOGIC
NEW ILL PLACE
KRG-11000

I
a.
\�

NEW HILL, PLACE
III DROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG- I 1000
Post-development ® Subbasin #lA 1119/2012
1, SCS CURVE NUMBERS
Length =
11SC. I
Impervious Open Wooded
A
98 39 30
- - -- - -----
B
. . .... . .. .. ...... ... .......... . . ........
98 fi1 1
. ..... .... ......
C
98 70
D
_j
98 80 77
Assume. • HSG'A'=
0.0%
HSG'B'=
92,3%
HSG'C'=
0,0%
HSG ID' =
7.7%
..... . .......... ......
Cover a n .... .
- ...... . ............
w i ve ........
Manning's n =
98
C7tten
2 Assume food condition
....
Wooded i
.... . ........ . . .... . ......... .... . . . ...... . .................. ..... . ...... ...... . ....
... ... . .......... ... . ..... .
57 Assume good condition
....... .... ....... . ... .
11, POST-DEVELOPMEN'r
US
A Watershed Breakdovrit
. ...
Contrihming Area
. . ....... ...... .. ... . ........ .. . ......... .. ......................... . .............. ..
ACS CN Area (acres] Comments
Wetted Perimeter =
...... . .....
0,22
C3nstte open
�91.81
62 mit Assu I I le eqn dition
................ ". ­..1.1. i
Onsite wooded
57 1 Assume
6,97
. .. ...... .. . ..... ......
�pndition
. .. - ...... ..... . . .. ­­ ... . .. ..... ..... ....... . . .. ......
100 n.4, 0,00 ................... . .
fusee
. ........... ... ................ .......... .... ....... ...... .........
0,00 .... . . ..... . ...
pffsttc open
. .......... .
0,00 A time gq!�d,Sqq i it
62 i
..... . ... ... Offifte....w. . .o.....o.. d.. e.. . d ... ..... ..... .
57 00 _A Unie gqqq.coqqnitm
Offsite vond i
100 i 0,00
Segment 1: Overland Flow
Segment 2. Channel Ron,
Length =
86
ft
Length =
488
R
Height =
2,69
ft
Height =
15.8
ft
lope ,=
00312
11/11
Slope =
0,0324
ft/ft
Manning's n =
036
Woods/Dense Grass/Imp.
Manning's n =
0,012
Concrete Gutter
P (2-year/24-hour) =
3,48
inches (Wake County, NQ
Flow Area =
US
sf (Assume, OS it 1' Gutter)
Wetted Perimeter =
1,50
ft (Assume 0, 5'x 1' Cutter)
Segment Time
14,115
minutes
Channel Velocity=
6,77
fusee
Segnsent 77nte =
1.20
minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length
41
it
Length =
445
ft
licight =
03
If
Height =
34,54
ft
Slope=
0r0073
full
Slope=
0,0776
full
Manning's it =
0.013
RCP
ManninWs n =
0.045
Natural Channel
Flow Area=
1,77
sf (Assume 18" RCP)
Flow Area=
2.00
sf (Assume 2'x I'Chatinel)
Wetted Perimeter =
4,71
R (Assume 18" RCP)
Wetted Perimeter =
4,00
ft (Assume 2'x 1' Channel)
Channel Velocity '=
5,10
Rlqcc
Channel Velocity=
5,81
fusee
Segment Time =
0,1.3=
at
Segment Time =
1.28
minutes

NNW HILL PLACE
IIYDROLOGIC CALCULATIONS
Islttl ®11000
Post-development - Su bbosin ##18
1.S. S CuAv.9 NUMUR9.:.:. .
TISCY
Irtapervious
Ci aen Wooded
A
98
39 30
B
98
61 55
G
98
74 70
D
98
80 77
Assume: HSG'A" —
9.t %
Assam
HSG'Ii" =
59.0%
1 SG'C' =
offl /0
0.00
HSG 'D' =
41.0%
Deaver Condition
SCS CIS
Comments
impervious
98
Open
69
Assume acid :ondititan
Wooded
64
Assume good coaadition
11. J?OST-DEVECOPMENT.
A. Watershed Breakdown
sq.mi.-
Contributing Area
SCS CN
Area (acres]
Comments
Onsite smnervious
98
fl:dtt
-
II.534M. iY4lV63Ar4
v'x
�adJ
+.s.?.xxaaaav
vv.. vcxa rar.a aat+aa
Onsite pond
100
d.t7{i
offsite in3 erYleala5
98
0.00
t3ffsile o xn
69
0,00
Assam
ood condition
t?ffsite svooded
64
0.00
Assume
ood eonditiotl
Offsite Cond
100
000
Total area =
2,95
acres
0.0046
sq.mi.-
Composite SCS Cle =
64
% Impervious =
0,0
B. Time of Concentration Information
* * *7une of concentration is calculated using the SCS Segmental AI)pro ach iTR -55,1.
Segment I.- Overland Flow
Segment 2: Concentrated Flow
Length =
Mitt
ft
Length =
1673
ft
I'feighl=
IL1
ft
Height=
3L7
it
Slope -_
0. I I to
#'tlft
Slope =
0,1895
ftl(t
Mannin 's n =
0,40
Woods e Light Underbrush
Paved ? .=
No
P ( -y arl24 ®hour) =
145
inches (Wake County, NC)
Velocity =
7,02
MCC
Segment Time mm
10.37
rrainules
Segment Vore =
0.40
minutes
Time of Concentration = 1037
minutes '
SCS Lag Time -= 6.46
minutes (SCS Lag = M* Tc)

NEW HILL PLACE HVDROLOGIC CALCULATIONS
KRG- I 1000 Post-development - Subbasin 41C
HSG
Impervious
7
0 �eu
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
ga
80
77
Assume: HSG'A'=
0,0%
HSCYTV=
65.6%
HSO'C'=
0,00/0
IISG'D'=
34.40
Cover Condition
SCS CN
Comments
1in envious
98
Oren
68
Assurn lood condition
Wooded
63
Assume good condition
11. TOST-VEVELOPwNT
A. Watershed Breakdown
- - -- --------- --------------- - ----
Contributing Area
SCS CN
Area [acres]
Comments
Onsi!e, ore envious.
98
6-66
-Assume
Onsite oven
6
0, t 8
good cor
Onsite and
OfrsiL, im envious�
Time of Concentration = 5,00
minutes
SCS Lag Time = 3,00
minutes (SCS Lag = 0.6* Tc)
0.0500
hours
Time Increment= 0.97
minutes (= 0,29*SCS Lag)

NEW HILL PLACE
KRG-1 1000
HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
Post-development - Sublurrin #1D 111912012
HS G
Open Wooded
A
_Impervious
98
39 30
B
98
61 55
C
98
74 70
D
98
so 77
Assume: HSG'A'=
0r0%
HSO'B'=
382%
HSG'C'=
0 0%
HSG'`
61.8%
Cover Condition
SCS CIS
Comments
98
2pcn_
73
Assume Pood condition
Wooded
69
Assume good condition
11. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Arco
SCS CPS
Area ]acres] Comments
Onsite impervious
98
---------------------
0,00
Onsite oven-
73
0,24 Assuan
Onsite wooded
69
OAO Assume good condition
IM
Offifte and 1 1010 1 Ova
Total area = 0,34 acres
0,0005 sq.mi.
Composite SCS CSI 72
% Impervious = Offl/o
M Time of Concentration Information
Thne ofconcentration, was conservatively assioned to be 5 minutes,
Time of Concentration= 5,00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* `1°c)
0.0500 hours
Time Increment = O.87 minutes (= 029*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-I 1000 Post-development - Subbasin WE
4 '56CUR`VF,,NUM89R9
JJSG
Impervious j
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
7-7
Assume: HSG'A'=
00%
USG 'B'=
923%
HSG'C'=
0,0%
HSO'D'=
7,7%
Cover Condition
SCS CN
Comments
Impervious
98
Open
62
ood condltlo�
Wooded
57
_Assume
1 Assume good condition
It. POST-DEVELOPMENT'
A. Watershed Breakdown
Contributing Area
SCE C1',
(acres]_ �Comm�ents.
0.1it. i.11.1
98
0,�12
Mite im ervious 1 98 1 0,00
Mite o n 62 1 0,00
Offsite wooded 57 f UO
Assume ° ood condition
Segment]: Overland Flow
100
ft
4.2
it
0.0420
fVft
034
Dense Grass/Wooded
148
inches (Wake County; NQ
1144
minutes
563
It
311
fi,
0.0554
Jft/ft
O045
Natural Channel
2,00
sf (Assume 21 x I' Channel}
4,00
ft (Assume 2',x I' Channel)
4,91
ft/sec
Segment 2. Concentrated Flow
Length =
218
ft
Height =
25.8
ft
Slope =
0,1183
ft/ft
Paved? =
No
Velocity =
5.55
ft/sec
Segment Time = A6 minutes
B. THNATOLYA, PE
1/19/2012

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYAPE
KRG- I 1000 Post-development - Subbasin VE 1/19/2012
Time of Concentration = 16.00 minutes
SCS Lag Time= 9.60 minutes (CS I-ag = 0,6*'I'c)
Time Increment = 2.78 minutes (° 0,29*SCS Lag) I

NEW HILL. PLACE
SCS CN
HYDROLOGIC CALCULATIONS I3, IFIN TtiLYA, PE
IC O -11000
Onsite im erv°sous
Post development - S'ubbasin #IF-To SWMF #2 1/19/2012
Cu
Onsite open
IISG
8.57
Imp rvious Open Wooded
A
55
98 39 30
B
C3nsite and
98 51 55
C
98 74: 70
D
0.13
98 80 77
Assume:
HSC1'A' =
0.0%
Assume: good condition
IISCi V u
100.0%
700
I-ISG `C" =
0.0%
100
LISG U —
0.0°r'rs
Cover Condition
SCS CN Comments
Im ervious
0;0521
98
to en
Composite SCS CN = 58
51 Assume good rondition
Wooded
% Impervious = 68.2%
55 Assume good condition
11. TO,STIDEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite im erv°sous
98
22.55
Onsite open
61
8.57
Assume ooii condition
Onsite wooded
55
Up
Assume ood coridirion
C3nsite and
100
1.89
Mite Sm ery ous
95
0.13
Cifl`aite open
61
OAS 5
Assume: good condition
Clffsire wooded
55
700
Assumc ood conditions
Offsite and
100
0.00
Total area = 33.32
acres
0;0521
sil.nda
Composite SCS CN = 58
% Impervious = 68.2%
B. Time of Concentration Information
Time of'concentration was conservcaaivefv assumed to be 5
minutes.
Time of Concentration =
5,00
minutes
SCS Lag Time -
3.00
minutes (SCS Lag- 0.6* "Tc)
0.0500
hours
Time Increment=
0.87
minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRCj-1 1000 Post-development - Subbasin VF-Bypass
T-'$CSCUBV-9-NUMR W
----------- --- IT I SG
Impervious
Open Wooded
A
98
390
B
98
61 55
C
98
74 70
D
98
80 77
Assume: HSCJ'A` -
0:0%
HS6,13, =
35,8%
HSGU =
64,2%
Cover Condition
SCS CN
Comments
-----,-98
en
t'
Assume good condition
Wooded
69
—
Assume good condition
IT. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] Comments
Onsite impervious
98
001
Oui!c
73
0,29 Assum
ood condition
Onsite wooded
69
0.93 Assume-
ood condition
CC)nsite and
100
OM
Offifte unpervious
98
OM
OffjsAR2USR._
73
0,00 Assume
ood condition
Offisitewooded
W
0,00 Assume
good condition
Of1site Pond
10t3
SCS Lag Time 3,00 minutes (SCS Lag = 0.6* 're)
0.0500 hours
Time Increment 0,87 minutes (= 0,29*SCS Lag)
B. 11-INATOLYA, PE
1/19/2012

NEW MILL PLACE HYDROLOGJC CALCULATION
KRO -11000 Post-development ® Subbasin #IG-To SifWfF #
:.
'ER.% N UMBERS
HSG
SCS CIS'
Impervious
Open Wooded
A
3.0
98
39 30
B
Onsite wooded
98
61 55
C
ilo
98
74 70
98
80 77
r9uuntea
HSG'N
0.0%
HSG `l3' =
93.9%
l ISG rC' —
ti.fl�'�'
6,0%
Cover Condition
SCS CIS
comments
ire erviocrs
98
Open _
62
Assume good condition
Wooded
56
Assume good condition
I1.. P ST -Iii V L PMENT
A. Watershed Drenkdown
Contributing Area
SCS CIS'
Area [acres] Comments
Qnsite ire ervions
95
3.0
Gnsite o en
&2
3.68 Assume 2and condition
Onsite wooded
56 _
L9 Assuntd ood eo ttlitit i
onsite end
ilo
I0: 8
t?iisite im envious

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG -11000 Post - development - Subbasin #1G- #Bypass
CS C[1I2 . . NIlM8J.
HSG
Impervious
Open
Wooded
A
98
39
30
13
98
61
55
98
74
70
D
98_
80
77
Assume. HSG'A" =
0 0°
HSC1'i3'=
97,810
14SC1'C' =
0.0%
HSC1 "1 ' =
12%
Cover Condition
SCS Chi
Comments
iJn GftIflIB.S'.
98
m
Open
61
Assume
ood oudittort
Wooded
55
Assume Scrod conditions
II. POST-DEVELOPMENT
A. Watershed Breakdown=
Contributing Area
SCS Cif
Area [aeresi Comments
C3nsite isn erviirus
9
000
C)usite o en
61
0.34
Assume ood condition
Onsite wooded
55
1.02
Assume good condition
Onsite pond
100
0.00
-
t7llsite irtt enFious
98
tim
Offsate o en
61
0.00
Assume good condition
Cffsite wooded
55
0,00
Assume trod condo &on
Offsne pond
100
0,00
Total area =
1,36
acres
0:0021
sel.mi.
Composite SCS CN =
57
% Impervious =
0.0°!0
B. Time of Concentration Information
Time rr, con entr tion was conservatively assumed to be S minutes,
Time of Concentration =
5.00
minutes
SCS Lag Time =
3.00
minutes (SCS Lag = 0,6* 'fo)
{1,050{1
hours
Time Increment =
0,87
minutes (= 0.29 *SC5 Lag)
B. 1HNATOLYA, PE
1119/2012

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRCj- 1 1000 Post-development - Subbasin #J11-ToSfVA1F#1
' 14M CURVENUMBEAS
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume: HSGW-
00%
HSG'B'=
100.0%
HSG,C, =
0.0%
HSGV=
0.0%
Cover Condition
SCS CN
Comments
ImEa!2us
98
Open
61
Wooded
55
Assume good condition
It. PO8T43EV9L0P14I9NT,
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
onsite impervious
98
&Q4
Onsite o en
61
L85
Onsite wooded
55
om
Assume good condition
Onsite jland
100
0A0
Offifte impervious
98
1,45
omi!S-Men
0.31
Assume good condition
Oftsite wooded
_61
5�5-
0,00
Assurncjgood condition
Mite and
100
0.00
—
Total area =
10,05
acres
0,0157
sq rni:
Composite SCS CN =
90
% Impervious =
7C5%
B. Time of Concentration Information
Tane ofconcentration was conservatively assioned io be 5
nunutes.
Time of Concentration =
5,00
minutes
SCS Lag Time =
3.00
minutes (SCS Lag= 0.6* 1'c}
—
0,0500
hours
Time Increment �
0.87
minutes (� 029*SCS Lag)
B. IHNATOLYA, PE
1/19/2012

NEW HIM PLACF HYDROLOGIC CALCULATIONS
KRG- I 1000 Post-developmeol - Subbasin #III-Bypass
SCSCURVENINDJERS
III
A
98
39 30
B
99
i 55
... ... .. ...
.. . ..........
70
D
77
Assume, HSG'A'�
0;0%
I-ISCJ'B' =
94,6%
11SC) 'C' =
0.0%
HSG'D'=
15.4%
........ . . C Liver riff iWd-Urn
Irirperaricus
98
Open
64
........
1 Assurne good condition
. ..... ...
.......... . ...
Wtiudid
............
..
58
11 . .
Assume good condition
If. POST-OLVELOPMENT
A Watershed Breakdown
.... . ...... .. . .. ............ . .. . . ....... ...................
Contributing Area
... . ...................
SCS CN
..... . .................. ........ . . . .......... . ..........
Area ]acres] Comments
—jnGp—ervG-S--""-
. w,...: . ..... . . . .... . .................. . ....... . ..... . ...... . ..
-- — ----- ------ - - - -- - - - - - ------------------
--
onsitq�M,en.
64
1,09 Assume good condition
Onsite wooded
58
1 5 84 Assume ociq'c 0 ndition
0100
................
offsd
.. . ..
98
.. ... ...........
OM
... 0
4--
-------
-
000 Assm ejpqq_cqoudifion
difite wooded
58
0,00 Assurne, good condition
. .... ........... ...........
..........
Total area '=
6,94
acres
0,0109
sq.im,
Composite SCS CN =
59
% Impervious =
0�1%
B. Time of Concentration Information
**"Time ofconcentration is calculated using the SCS Segmental Approach (TR-55),
Segment 1: Overtaud Flow
Segment L- Concentrated Flow
Length =
too
ft Length =
300 ft
Height =
0,42
ft Height =
3C 02 R
Slope =
0,0587
ft/ft Slope =
0,1001 ft/ft
Manning's n =
0.34
Dense Grass/Wooded Paved ? =
No
P (2-year124-liour) =
3,48
inches (Wake County, NQ Velocity =
5,10 fi/scC
segmellf Time =
I 1.75
minutes Segatent Time =
0.98 minutes
Segment 3: Cha artel Flow
Length =
511
ft
Height
17,7
ft
Slope =
0,0346
11/11
Manning's n =
O 045
Natural Channel
Flow Area
4,00
sf (Assume 2'x 2' Channel)_
Wetted Perimeter =
6.00
fl: (Assume 2'x 2' Channel)
Channel Velocity=
4,70
ft/scc
Segment Thiste =
1.81
minutes
B, JHNATOLYA, RE
1/19/2012

VIEW HILL PLACE HYDROLOGIC AL UL `iION I3. IHN34`I OLYA, PE
PIRG -11000 Post - development - Subbasin Id17I- Bypass IJI9 /2612
SCS Lag'f imc = 833 minutes (SLS Lag= 0,6* Tc)
Time Increment = 2.77 minutes (= 0,29 *SCS Lag)

NEW HILL PLACE
HYDROLOGIC CALCULATIONS B. IRNATOLYA, PE
i RO-1 1000
Post-development - Subbasm ##11 1/19/2012
IISG
I,n envious
open
Wooded
A
98
39
30
I3
98
61
55
C
98
74
70
D
98
so
77
Assume, HSG'A' =
0,0%
HSC 'i3' =
9 o%
HSC 'C ' =
0.0%
HSG U �
11.0%
Cover Condition
SCS Chi
Comments
In7 erv,ous
98
t3 cn-
63
Assurnc ood condition
Wooded
57
Assume good condition
II[. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] Comments
Ctnsit im ervions
9S
0,00
Onsite o cn
63
1.41 Assu,ne ood co, ditioi,
Onsite wooded
57
2.14 Assume ood condition
Onsite pond
100
{1.{10
Otlsitc i t,ervious
98
0.00 _
Offsitc oven
6
600 Assume P-ood condition

NEW HILL PLACE HVDROLOGIC CALCULATIONS B, IHNXFOLYA, PE
KRG- I 1000 Post-development - Subbasin #2A 1119/2012
HSG
210
Impervious
Open Wooded
A
sq.mi.
98
39 30
B
% Impervious=
98
61 55
C
98
74 70
D
98
80 77
Assttttae
HSG'A'=
0,0%
112
it
I ISG IBI =
96,8%
fttft
Mooning's n =
HSG,C, =
OR%
P (2-year/24 -hour) =
3,48
HSGV=
0.00/10
9.68
Cover Condition
SCS CN
Comments
Impervious
98
Open
50
Assume good condition
Wooded
53
Assume good condition
Jr.'
A. Watershed Breakdown
Contributing Area SCS CN I Area [acres] Comments
Total area =
210
acres
Height =
0M33
sq.mi.
Composite SCS CN =
54
No
% Impervious=
0,0%
Segment Time =
B. 'rime of Concentration Information
*"*Time ofconcentration is calculated using tine C'S" Segmental Approach (TR-55),
Segment 1: Overland Flow
Length =
100
ft
Height =
112
it
Slope =
0,1320
fttft
Mooning's n =
0,40
Woods - Light Underbrush
P (2-year/24 -hour) =
3,48
inches (Wake County, NC)
Segment Time =
9.68
minutes
Segment 2: Concentrated Flow
Length =
105,7 ft
Height =
212 R
Slope =
0.2195 ft/ft
Paved ? "
No
Velocity =
7.56 ft/Scc
Segment Time =
0.23 minutes
Time of Concentration = 9.91 minutes
SCS Lag Time = 5.95 minutes (SCS Lag= O 6* To)
Time Increment : 1.72 minutes {= 0.29*SCS Lag}

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-11000 Post-development - Subbasin #2B
"SCE CIII VE'NUM)HERS
IISG
SCS CN
Impervious
Open Wooded
A
100
98
39 30
B
— --- - - ----- --- ------------------ ------
65
98
61 55
C
60
98
74 70
D
-19-0
99
go 77
Assume.
HSG'A'=
0.0%
0.40
Woods ® Light Underbrush
FISG'B' =
773%
P (2-year124-hour) =
HSO'C'=
0.0%
Velocity =
5. 66
HSG'D'=
217%
15.30
Cover Condition
SCS CN
Comments
minutes
Time of Concentration = 1633
minutes
cn
65
Assume eood condition
Wooded
minutes (SCS Lag = 0,6* Tel
60
Assume good condition
It. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
100
0,90
Length =
350
— --- - - ----- --- ------------------ ------
65
-- - - - --- ----
0,51
Assume no d condition
Onsitewooded
60
3.54
Assume good condition
oulLe and
-19-0
0�00
Slope-
Offifte imnervious
98
0,00
0.40
Offifte oond 1 100 1
Segment 1. Overland Flow
Segment 2: Concentrated Flow
Length =
100
it
Length =
350
It
Height =
42
It
Height =
43.1
it
Slope=
(Y,0420
ft/ft
Slope-
0J231
ft/ft
Manning's n -
0.40
Woods ® Light Underbrush
Paved ? =
No
P (2-year124-hour) =
148
inches (Wake County, NQ
Velocity =
5. 66
ft/sec
Segment Tillie =
15.30
minutes
Segment Time
7.03
minutes
Time of Concentration = 1633
minutes
SCS Lag Time = 9.80
minutes (SCS Lag = 0,6* Tel

HYDROLOGIC CALCULATIONS B.1HN TOLY ,PF
Post- acvelopment - Subbaasin ##2 - Bypaass- Onsite 1/19/2012
Assume. IiSG'A' =
0 0
HS+C^r W =
f4.6 °ns
HSG'C' -
0,00/0
IISG TY =
35.4%
Cover Condition
SCS CN
Comments
Impervious
98
-
Open
68
Assume good condition
Wooded
tai
Assume good condition
ar POST-DEVELOPMENT.
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres[ Comments
f7ns�te am ervtoats
98
F09
-
Qnsite oaaen
61
1.17 Assume
Dood condition
Qnsite wooded
55
2,16 Assuane
ood ct?ndSttora
Qnsite 2nd
11111
0.00
-
C7ffsite impervious
94
(.o{}
Offsite o en
61
OM Assume
good ' condition
011site wooded
55
(X00 Assume
Pood condition
t3Esife Pond
1t1t1
tl.tlt
Total area =
3.42
acres
0,0053
sal.ML
Composite SCS CN =
5
% Impervious =
2.6%
% rime of Concentration Information
* * *Time of concentration is calculated using the S'C`E` Segmenttrt
Apprt ach t7'P- 5j,
Segment 7. Overland Flow
Segntent2. Concentrated Flow
Length =
100
ft
Length =
24 ft
Height =
16.7
ft
Height =
4;4 ft
Slope =
Ol1fr70
#tlft
Slope=
0.1833 loft
Manning's n =
0.35
Woods /Dense Grasses
Paved? =
No
P (2-year/24-hour) =
3.48
inches {Wake County, NQ
Velocity =
6.91 ft/sec
S'egmettt Time
8.46
tairautc t
Segment Time =
0.06 minutes
Segment 3. Channel Flow
Length"
545
ft
Height=
13.9
ft
Slope
0.0255
11Ift
Manning's n
0,045
Natural Channel
Plow Area'—
12.00
sf (Assume 4' x3' Channel)
Wetted Perimeter =
10.017
ft (Assume 4'x 3 "Channel)
Channel Velocity =
5..97
ftlscc
Segment 27me =
1.52
minutes

NEW HILL PLACE
RG -11000
HYDROLOGIC CAL ULATTON
Post-development ® Subbasin # - Bypass -O nszt
Time of Concentration = M04 minutes
SC S Lug Time = 6.fl minutes (SCS Lag = 0,6* Tc)
Time increment = 135 minutes (= 0.29 *SGS Lag)
B. JHNATOLYA3 PE
ili910i

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-11000 Post-development - Subbasin 42C 13jpass-0ffstte
URV.-K NUMBERS
Assume, HSG'A'=
0,0%
acres
18,2 it
HSCj'B'=
I K01%
Composite SCS CN =
74
HSG,C, =
0.0%
35,6%
Wetted Perimeter =
HSG'D'=
0.0%
4.51
*77me of concentration is calculated using the
Cover Condition
SCS CN
Comments
Impervious
9
ft
Height =
Open
61
--- AEEU_me ood condition
O 0310
Wooded
55
026
Woods/ Dense dresses
114 Ac, Rcsid, Lots
75
Assume 38% Impervious
Segment Time
IX POST QPWNT
"O'CUE4
minutes
Segment 3: Channel Flow
A. Watershed Breakdown
Length
504
ft
-7
Contributing Area
SC S CN
Area [ere ] Comments
A
-,----T-
Onsi!Sjm �.
98
0.00
Manning's n =
oqsito o n
61
0,00
.Ott
Onsite wooded
55
0.00
ft (Assume 2'x V Channel)
Desire and
too
0.00
offsiLc im ervious
98
1,38
Offute a on
61
123 Assume
oc �i condition
Ofoute wooded
55
0,31 Assume
good condition
Offifte 1/4 Ac Resid, Lots
75
O�58 Assume 38% Impervious
Offifte pond
too
00
Total area =
4,50
acres
18,2 it
0.0070
sq,mi,
Composite SCS CN =
74
Velocity =
% Impervious =
35,6%
Wetted Perimeter =
B. Time of Concentration Information
Channel Velocity"
4.51
*77me of concentration is calculated using the
SCS Segmental Approach 7i- 5).
Segment 1: Overland Flow
Length =
too
ft
Height =
3.1
ft
Slope =
O 0310
hill
Manning's n =
026
Woods/ Dense dresses
P (2-ycar/24-hour) =
3,48
inches (Wake County, NQ
Segment Time
I2.24
minutes
Segment 3: Channel Flow
Length
504
ft
Height =
19A
ft
Slope =
0.0385
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
.Ott
sf (Assume 2'x I' Channel)
Wetted Perimeter=
4.00
ft (Assume 2'x V Channel)
Channel Velocity=
4.09
ft/sec
Segment 2: Concentrated Flow
Length =
77 it
Height =
18,2 it
Slope =
0,2364 hill
Paved ? ^
No
Velocity =
7,84 ft/sec
B. 111NATOLYA, PE
1/19/2012
Segment Tirne = 6.16 minutes
Segment 4: Channel Flow
Length =
70
Height =
0.11
Slope =
0.0057
Manning's n =
0,013
Flow Area =
L77
Wetted Perimeter =
431
Channel Velocity"
4.51
Segment Time = 2.05 minutes Segment Time = 0.26
ft
ft
ft/ft
Assume 18" RCP Culvert
sf (Assume 18" RCP)
it (Assume 18" RCP)
ft/sec

NEW HILL PLACE HYDROLOGIC CALCULATIQ.N_S
KRG-11000 Post-development - Subbasin OC-Bypass-Osite
Segment 5. Chatutel Flow
55
ft
Length =
71
ft
height=
5,1
It
Slope =
0X18
ft/ft
Manning's n =
0M3
Assume 18" RCP Culvert
Flow Area =
1,77
sf (Assume IS" RCP)
Wetted Perimeter=
4.71
ft (Assume 18" RCP)
Channel Velocity
15.98
ft/sec
Segment Time =
0.07
minutes
Segnteid 7., Chanuel Flow
Length =
55
ft
Height =
O:6
ft
Slope =
00 109
ft/ ft
Manning's n =
Oe013
Assume 18" RCP Culvert
Flow Area —
L77
sf (Assume 18" RCP)
Wetted Perimeter =
4,71
It (Assume 18" RCEI
Channel Velocity =
623
ft/sec
Segment Time '=
(1.15
1111autes
Segment 6: Channel Flow
13.1ffNATOLY PF
1/1912012
Length =
53
ft
Height -
O'l
R
Slope =
0,0019
fvft
Mannings n =
OM
Assume 18" RCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4,71
It (Assume 18" RCP)
Channel Velocity =
159
fitsee
Sagn,sent Thne
A34
minutes
Time of Concentration = 15,28 minutes
SCS Lag Time - 9.17 minutes (SCS Lag = 0.6* Tc)
Time Increment = 166 minutes = 0.29* 0 29"SCS L2gL_

NEW TALL; PLACE
KRG -11000
:U $C$ C V-U I*IT1MIII
HYDROLOGIC AL ULA£ ONS B. I111eEA' OLYA, PE
Post - development - Subbatsin 92C-To SBV'MF° #3 111912012
Assume. HSG °A' �
U%
IISCI'13' =
100.0�'r'�a
IISG'C' �
0,0%
HSG'D'"
0.00/0
Cover Condition
SUS Cif
Comments
Im ervit?us
Open
61
Assxame and eondataon
Wooded
55
Assume good condition
111 Ac, Rcsid tots
75
Assume 38% Impervious
IL POST =D .. L PMEA
A. Watershed Breakdown
Contributing Area
S S CCU
Area (acresl
Comments
Onsitc im ervatrus
98
13,21
m
Onsite open
61
3.29
Assume
and condition
Onsite wooded
55
0.00
Assume
good condition
Onsitc and
100
0.77
-
Offsite imge aus
94
1A
-
Mite open
61
1.51
Assume
good condition
C)II'site wooded
55
0.03
Assume`
and condiiitsn
Clffsite 1/4 Ac Itesid, Ltats
010
Assume 38%
IOffsitc
pond
E71
0
0,00
-
Total area =
20,47
acres
(1,11320
sq,mi.
Composite $CS C N =
89
% Impervious =
72,0%
B. Time of Concentration Information
?`hate of conceotratf n was conservtativeltt assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3,00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment= 0.87 minutes (= 0,29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B, IIINATOLYA, PE
KRG- I 1000 Post - development - Subhasin 2C -To SWMF #4 1/19/2012
HSG
A
13
-Impervious
-1
98
98
Open Wooded
39 30
61 55
C
0,00
98
74 70
D
OM
98
80 77
Assume:
HSGA'=
0,0%
sq,rni.
Composite SCS CN = 85
HSO'B'=
97.3%
IL Time of Concentration Information
I,ISG'C' =
0.0%
Time of Concentration —=
MOD'=
23%
SCS Lag Time =
Cover Condition
SCS CN
Comments
U500
98
0.87
Men
62
Assume good condition
Wooded
56
Assume good condition
A. Watershed Breakdown
I i �� I
Contributing Area SCS : I i I I i i ]acres] Comments
(1-4t imno—in,m on G If
Onsite wooded 56
0,32
-0.-47
Onsite p9nd 100
offsi uar ervtons 98
0,00
Oqsite o en�62
0,00
Mite wooded 56
OM
OfFutc and 100
Total area = 8.99
acres
0,0140
sq,rni.
Composite SCS CN = 85
% Impervious' 59.6%
IL Time of Concentration Information
Thne ofconcentrarion was conservatively assumed i➢ be 5nonutes.
Time of Concentration —=
5.00
SCS Lag Time =
3,00
U500
Time Increment
0.87
minutes (SCS Lag = 0,6* 7 "c}
hours
minutes (-- 0,29*SCS Lag)

NEW HILL PLACE HYDROLOGIC I CALCULATIONS 13, 1t NATOLYAf PE
KRG -11000 Post-development - Subbasin # #3: 1/19/2012
" .. 4 NIJ .vat
IISG
SCS CN
Impervious
Open Wooded
A
98
98
39 30
B
61
98
fit- 55
C
55
98
74 70
D
100_
98
80 77
Assumes.
HSG 'A' �
00%
f}ffsite o en
HSO 'B' =
100.0%
Assnnie ood condition
Offsite wooded
11SG 'C' =
0.0%
Assnme- ood eondition
nrr its.. And
HSG 'i3' =
0.0%
Cover Condition
SCS CN
Comments
lm ers aous
98
Open
61
Assume good condition
Wooded
55
Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
area l crest
Comments
Onsite int erviCtus
98
O.00
minutes (= 0.29 *SCS Lag)
Onsite open
61
0.15
Assume ° good condition
Onsite wooded
55
0.49
Assume ocrd condition
Onsite pond
100_
0.00
{3ffsite im ervioos
98
0.00
f}ffsite o en
51
OOO
Assnnie ood condition
Offsite wooded
55
0.00
Assnme- ood eondition
nrr its.. And
Wn
I n on
Time of Concentration = 5.00
minutes
SCS Lag Time = 3,00
minutes (SCS Lag 4 0.6* Tc)
0.0500
hours
Time Increment - 0,87
minutes (= 0.29 *SCS Lag)

NFW BILL PLACE 'HYDROLOGIC CALCULATIONS
Iii G-11000 Post-development - Subbasin #3B
* 9C'S'CV"P-NUM0EJt$
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
99
74
70
D
98
80
77
Assume; HSG'A'=
U%
[1SGU=
100,0%
HSG 'C' =
0.0%
HSGT)' —
0.0%
Cover Condition
SCS CIS
Comments
Impervious
98
Open
61
Assum wod condition
Wooded
55
Assume good condition
It. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area jarres]
Comments
OM
0,10
Assume good condition
Onsite wooded
—1
55
0,01
Assume good condition
Onsitcpmi—
100
0.00
Mite imnervious
98
0,00
Time of Concentration = 5,00
minutes
SCS Up Time = 100
minutes (SCS Lag = O6* Tc)
0,0500
blurs
Time Increment = 0.87
minutes (= 0.29*SCS Lag)
B, IFTNATOLYA, PE
1119/2012

NEW HILL PLACE
KRO -11000
SCS
HYDROLOGIC ALC'[.1Lti TION B. IHNATOLYA, PE
Post- development - Subbasin #3C-To 5'd3 MF #5 1119 /2012
Assume: HSG'A' -=
0,0%
Area [acres]
BSOi'B' =
100,0 * /*
98
BSG "C° =
0.0"1
Lstsitc o ett
{ 1
3:74
Assume good condition
Cover Condition
SCS CN
Comments
1m ervtons
98
100
Open
61
Assume good condition
Wooded
55
Assum ood condition
1/4 Ac. Resid, Lots
75
Assume 38% Impervious
IL ' POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
9,113
w
Lstsitc o ett
{ 1
3:74
Assume good condition
Onsite wooded
55
2,63
Assume ood condition
Onstte and
100
0.56
offsile ifullerviol1$....
98
0.00

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-11000 Post-development - Subbasin #3C-Bypass
HSG
Impervious
Open Wooded
A
Total area = 293
39 30
--98
B
98
61 55
C
98
74 7t—
D
98
80 77
Assume., HSG'A'=
0,0%
I-Iso 11%, =
I 00,01YQ
HSQ'C'=
0,0%
5M
I-ISG *D'=
0.0%
SCS Lag Time =
Cover Condition
SCS CiY
Comments
Ina ervion
98
hours
en
61
Assume ood condition
Wooded
55
Assume good condition
it.
A. Watershed Breakdown
Contritmtiug Area
SCS CN
Area [acres)
Comments
onsitermRSD22ys
98
OM
0,82
Assum, ood �eondition
Onsite Nvooded
55
2,11
Assume good condition
Offifte pond
Total area = 293
acres
0.0046
sq,mi,
Composite SCS CN = 57
% Impervious = 0,0%
B. 'rime of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration =
5M
minutes
SCS Lag Time =
100
minutes (SCS Lag 0.61 Tc)
0.0500
hours
']rime Inerement =
0.87
minutes (— 0,29*SCS Lag)
B. IHNATOLYA, PE
1/19/2012

NEW HILL PLACE
98 1
HYDROLOGIC CALCULATIONS
KRG- I 1000
61
Post-development - Subhasin 43D-To SWAIr #6
IF SC9 C. UIRVENIJ - MOEM.,
55
0.69 Assume good condition
JISG
i 100
—fm—pervious —Open
—NV—ooded
A
LS1
98 39
30
B
98 61
55
C
98 74
70
D
98 80
77
Assitme.
FISG'A'=
0,0%
HSG'B'=
100.0%
HSG'C'=
00%
HSGV-
U%
{over Condctcon
SCS t 14i
Comments
Assuttie ood condition
aucied
55
Assume good condition
A. Watershed Breakdown
Contributing Area SCS Cif Area [acres] Comments
Onsite impervious
98 1
7.9U
OE!i!s o en
61
186 Assume go d condition
Onsite wooded
55
0.69 Assume good condition
Onsile and
i 100
053
Mite i.nevi.. ,
98
LS1
61 1 1.3
Time of Concentration = 5,00
minutes
SCS Lag Time = 3.00
minutes (SCS Lag = 0.6* J'c)
0.0500
hours
Time Increment OV
minutes (= 0,29*S29 -Lag)
B, IHNATOLYA, PE
1/19/2012

NEW HILL PLACE HYDROLOGIC CALCULA,rIONS
G ®11 t}00 Post-development - Subbasin OD-Bypass
I SCS CVItVRNVMRE9S
JJSG
Jmpervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
98
80
77
Assume: I-ISO W
0.0%
I,ISG'B'=
100.{1%
HSG'C' =
U%
IJSG'g =
0.0%
Cover Condition
SCS CN
Comments
lmpmi2us
98
Open
61
Wooded
55
Assume good condition
IL. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
t7nsite inn envious
98
0,00
Onsite open
61
0.28
Assume
Pood condition
Onsite wooded
55
0162
Onsite pond
too
Up
Offifte impervious
98
t1.i11I
Offifte open
6I
OM
Oft'site wooded
55
0,00
Offsite pond
III1I il
-OM
Total area=
0.90
acres
1I. 014
sq.mi.
Composite SCS CN =
57
% Impervious =
0:0%
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5
minutes,
Time of Concentration=
SM
minutes
SCS LagTime = 3.00 minutes (SCS Lag = 0.6* To)
0,0500 hours
Time Increment OV minutes (-- U9*SCS Lag)
B. IHNATOLYA, PE
1119/2012

NEW HILL PLACE
KRG- I 1000
" SCS C (JAV)E-NVM0.9VS
HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
Post - development - Subbasin #3D-To SWMF #7 1/19/2012
HSG
minutes
Impervious
Open Wooded
A
hours
98
39 30
B
98
61
C
98
74 70
D
98
80 77
Assume.,
HSG'A'=
0,0%
HSG'B'=
I 00,0*/o
HSG'C' =
0.0%
HSG'I)' =
U%
Cover Condition
SCS CN
Comments
Imperv.11ous
98
C3 en
61
good condition
Wooded
55
-Assume
Assume good condition
11. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Arco
Onsite in
Onsite oven
Onsite wooded
Comments
Assurne Pond condition
Assume good condition
Assume good condition
Time of Concentration = 5.00
minutes
SCS I,ag Time = 100
minutes (SCS Lag = O�6* Tc)
0.0500
hours
Time Increment= 0.87
minutes (= 029*SCS Lag)

Assume I1SG `A' =
0°0%
Area [acres[- Comments
IISG'I ' =
100,0%
{7,{10
HSG'C'=
0.0
0,95 Assume 000d condition
HSG T)' �
0,0%
081 Assume good condition
Cover Condition
SCS CN
Comments
Impervious
�
CO
Open
61
.Assume good condition -
Wooded
55
Assume good condition
11 POST-PE M-OPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres[- Comments
Onsite inl envious
98
{7,{10
Onsite o en
61
0,95 Assume 000d condition
iiinsite wooded
55
081 Assume good condition
Onsitc pond
100
0.00
Of'f'site imuervious
98
CO
Time of Concentration := 5.00
minutes
SCS Lag "me = 100
minutes (SCS Lag = (Y,o* To)
0.0500
hours
Time Increment = 0.87
minutes (� 0.29 *SC Lag)
B. 11-IN ATOL A, PE
...........................
111912012

NEW MILL PLACE HVDROLOGIC CALCULATIONS B. IHNA rOLY , RE
RG -11000 Past - development - Su ba7sin #3F- B)ywss- Offsite It1+91201
Assume I-I 'A'' = 0
0,0
FI G'13'= 3
3000%
[35Gx'C' = 0
0,0%
[n[5Ga 'D' = 0
0.0%
. . .....: ,
,..
j Cotntnents
[nitervious 9
9g
Ci en C
Ct[ t
.._
%Wooded 5
55 1
1 Assuit�e ood c3tnditiott
Ac. [2esid. hots ..... $ 7
75 -
- x Assume 38% hnperarious
1
11. POST-DE'VELOMMUNT
A. Watershed Breakdown
...... ­­ .. ......
Segment 1: Overland Flow Segment 2, Concentrated Plop,
Length = too it Length � 229 ft
Height = 63 ft Ilcight = 263
Slope = 0,0630 tttft Slope = 0,1148 ft/ft
Manning's n = OAO Woods - Light Underbrush Paved ? ` No
P (2- year/24 -hour) = 3,48 incites (Wake County, NC) Velocity = 5,47 ft/sec
Segment Time 13,01 eninutes Segment Time 0.70 minutes
Segatent 3: Channel Flow Segment 4: Channel Flow
Length - 253 ft Length = 36" it
Height 143 it Ifeight= 12 it
Slope - 0,0581 Rift dope = 0,0060 f Ift
M nningls n — (i 1145 Natural Channel Manning's n = 0,045 Natural Channel
Flow Area 2,00 sf (Assume 2'x I' Channel) Flout Area = 2,00 sf (Assume 2'x I' Channel)
Wetted Perimeter — 4.00 ft (Assume 2'x P Cltanne[) Wetted Perimeter = 4.00 ft (Assume 2'x I' Channel)
Channel Velocity 5 03 Met, Channel Velocity = 1.61 fusee
Segment Time —= 0.84 minutes Segment Tinto = n1.511 "chutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG- I 1000 Post-development - Subbasin OE-Bypass-Offsite
Segment 5. Clionnel Flow
B. JHNATOLYA, PE
1/19/2012
Length =
169
ft
Height -
163
It
Slope =
0,0964
ft/ft
Manning's n =
0,013
Assume 18"RCP Culvert
Flow Area —
1,77
sf (Assume 18" RCP)
Wetted Perimeter=
4,71
ft (Assume 18" RCP)
Channel Velocity=
18,52
fV500
Segment Time =
0,15
mimutes
Time of Concentration = 18.49 minutes
SCS Lag Time = I1.09 minutes (SCS Lag = O6$ Tc)
Time Increment = 122 minutes L—,019*SCS.LaQ

HYDROLOGIC CALCULATIONS
Post-development - Subbasm O-Onsite
Assumte, 1JSG'A'=
0 0%
0,00
HSQU=
100,0%
0.00
LiL±
Total area =
106
acres
HSGD'�
0.0%
sq,nu,
Cover Condition
SCS CN
Comments
Impervious
98
Open
61
Assume good condition
Time of concentration was conservatively assumed to be 5
55
Assume good condition
—Wooded
1/4 Ac. Resid. Lots
75
Assume 38% Impervious
POSTwVE LOP MENT.
A. Watershed Breakdown
Contributing Area
SCS Chi
Area [acres] Comments
Onsite im eavions.
98
UO
OnIlLe o en
61
1.46 Assume &ST�dition
Onsite wooded
55
0.60 Assume good condition
Onsite and
too
0.00
Offske imnervious
98
OM
Oftsite 114 Ac Res d, Lots 1
75
0,00
�Offsite �pond ��l
0�0—
0.00
LiL±
Total area =
106
acres
U032
sq,nu,
Composite SCS CN =
59
% Impervious =
19.9%
M 'rime of Concentration Information
Time of concentration was conservatively assumed to be 5
tninutes.
M
Time of Concentration ^ 5M
minutes
SCS Lag Time = 3,00
minutes (SCS Lag = O6* To)
OMOO
hours
Time Increment= OV
minutes (= 0,29*SCS Lag)
B. IHNATOLYA, PE
1/19/2012

NEW HILL PLACE
KRG-1 1000
HYDROLOGIC CALCULATIONS B, IHNATOLYA, PE
Post-development - Subbasin #5-Offsite 1/19f2012
Contributing Area
SCS CN
Area [acres]
Comments
0,00
U160
OnEj!So en
61
0,00
Assupje- d cantlicican�
Onsite wooded
—55--0.00
Assume good condition
Onsite end
100
0,00
29,4%
Offsitc inlgenvious
98
1,65
—P-oodcondition
Offike onen
61
1 377-5-7
Assume
Total area =
1023
acres
U160
sq,mi.
Composite SCS CN =
71
% Impervious =
29,4%
Segment 1. Overland Flow
Segment 2., Concentrated Flow
Length =
100
ft
l=ength =
182
ft
]Height=
4,9
it
Height =
259
ft
Slope -
0.0490
RAI
Slope =
0,1423
fVft
Manning's n =
0,24
Dense Grasses
Paved ? =
No
P (2-year124-hour) =
3.48
inches (Wake County, NQ
Velocity =
6.09
ft/sec
Segment Time =
9J6
minutes
Segment Time =
0.50
minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length
117
ft
Length =
166
it
Height
9.3
It
Height =
6,9
it
Slope=
0:0795
ft/ft
Slope =
0,0416
ft/ft
Manning's n =
0,045
Natural Channel
Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
2.00
sf ( Assume 2'x I'Chmincl)
Flow Arco =
1,77
sf (Assume 18" RCP)
Wetted Perimeter =
4.00
ft (Assume 2'x I' Channcl)Wctted Perimeter �
4.71
it (Assume 18" RCP)
Channel Velocity =
5.88
fi/sec Channel Velocity =
12,16
ft/sec,
Segment Time �
0.33
minutes
Segment Time =
0.23
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-11000 Past - development — Subbos n # 5-Ofj "sate
Time of Concentration = 14,62 minutes
SCS Lag Time = 637 minutes (SCS:Lag = 4.6 * 'L )
Time lnerement = 1.95 minutes (= 0.29 *SC Laa)
B. 1L1NATi3LYA, PE
1 }1912412

NEW [JILL PLACE REACHES
KRG -1100
WOAXW
= ?Weazclr islw&abbasin #Ill
Channel Flow
-
Length -=
704
It
Height =
53
#t
Slope =
0,0081
ffltt
Manning's n .=
0.045
Natural Channel
Flow Area -
20,00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13:00
ti (Assume 5' x 4' Channel)
Channel Velocity=
197
ft/sec
Segment Time=
x•96
minutes
lteatclt #I Total Time =
x.96
minutes
> Reach li2- Junc1irrrr #3- ,POA #1
Channel Flow
Length
212
ft
Height =
4
tt
Slope =
11.0189
filft
Manning's n =
O7 013
Assume 72" RCP Culvert
Flow Area=
28.27
sf (Assume 72" RCP)
Wetted Perimeter —�
18:85
ti (Assume 72° RC V)
Channel Velocity =
20.63
ft/sec
Segmetat Time `=
t1 17
rrriirrates
Channel Flow
Length =
771
It
Height=
8.6
It
Slope—
0,011
ft/ft
Manning's h =
0,045
Natural Channel
Flow Area =
X00
sf (Assume 5' x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume Y it 4' Channel)
Channel Velocity'-
4.66
fttsec
Segment 77tne =
276
minutes
Clench #2 Total Time =
Z93
minutes
=- lleazcfi #.3- Juneiion #6 - Junction #3
Channel Flow
Length
123
ft
Height —
L9
It
Slope=
0.0154
ft/ft
Manning's at =
0.045
Natural Channel
Flow Area =
X00
sf (Assume 5'x 4' Channel)
Wetted Perimeter -
1100
ft (Assume 5'x 4' Ckhannet)
Channel Velocity =
5.48
ft/sec
Segment Time =
tl 37
mairmles
iteaach #3 Total Time
0.37
minutes
B,1t-INA` OLYA„ PE
1/1912012

NEW HILL PLACE
123
B, IffNATOLYA, PE
KRG- I 1000
1.3
1/19/2012
-- --------
> Reach #4-Subbasin WE
0,0106
tuft
Channel Flow
0,045
Natural Channel
Length =
302
ft
Height =
6.9
It
Slope =
OM28
II/ft
Mamring"s n
0,045
Natural Channel
Flow Area
1100
sf (Assume 4'x YChannel)
Wetted Perimeter
10,00
ft (Assume 4'x YChamUd)
Channel Velocity
5,65
ft/sec
Segment Tinte ° 089 Ininutes
itcatcft #a bbasin#1F.To STEM
F2
Uranuel Ran,
Length =
123
ft
Height =
1.3
11
Slope=
0,0106
tuft
Manning's it =
0,045
Natural Channel
Flow Area =
2,00
sf (Assume 2'x I' Channel)
Wetted Perimeter =
4M
ft (Assunic 2' x I' Channel)
Channel Velocity �
214
ft)sec
Segment Time =
0,96
fitinures
Length =
282
ft
I leight =
6,8
R
Slope —
O 4
ft/ft
Mannino's it =
O 045
Natural Channel
Flow Area =
1100
sf (Assume 4'x YChannel)
Wetted Perimeter
10,00
ft (Assume 4'x YChannel)
Channel Velocity=
5.?,1
[I/sec
Segment I'Mie = &81 Ininutes
.-Rimchli #5 Total Tinto* = 1,77 inintifes
�each �O-Subbasfi, #IG-To Sff'Al'F8
(1rannet Flow
Length =
108
Height =
4,2
Slope =
0,0389
MamdnWs n =
O 045
Flow Area =
2,00
NVetted Perimeter '=
4M
Channel Velocity =
4,11
It
ft/ft
Natural Channel
sf (Assume 2'x I' Channel)
ft (Assume 2'x I'Channel)
fvscc
Segment Time= 0,44 Uthfutes
E �� React, #6 Total Time = 6.41f minutes I

NEW HILL PLACE REACHES B. 11INATO1,YA, PE
KRO-1 1000 171912012
f7> —Reach #7-Jurretion #9 - Junction _#6
Channel Flow
Length =
691
ft
Height =
15,74
it
Slope �
0.0228
fl/ft
Manmng"s it =
0,045
Natural Channel
Flow Area =
12,00
sf (Assume 4'x YChannel)
Wetted Perimeter '=
10,00
ft (Assume 4'x YChannel)
Channel Velocity =
5,04
fUsce
Seg ire nt Time =
2, #4
nrinutes
I— Reach U-Subbasb011f-Tar Sitw]
Channel Flow
Length =
105
ft
Height =
93
ft
Slope =
OM86
ft/ft
Manning's n=
0.045
Natural Channel
Flow Area =
100
sr(Assunw 2'x I'Cliamicl)
Wetted Perimeter =
4,00
ft (Assume 2'x I' Channel)
Channel Velocity
621
ft/scc
Segment Tinse
a28
minutes
Chaturel Flow
Length
74
ft
height-
3,06
ft
Slope
0.0414
ft/ft
Ma nning"s n =
0,045
Natural Channel
Flow Area =
4,00
sf (Assume 2'x 2' Channel)
Wetted Perimeter
&00
ft (Assume 2'x 2' Channel)
Channel Velocity
i-14
ft/see
Segment Time
A-14
ntinules
Reach #8 Total Titne
(1,52
L> Reach O-Subbasin Oel
Channel Flow
Length =
411
0
Height =
6.2
11
Slope=
0,0151
fUll
Manning's n =
0.045
Natural Channel
Flow Area =
16,00
sf (Assume, 4'x 4'Cliannel)
Wetted Perimeter =
12,00
ft (Assume Tx 4' Channel)
Channel Velocity =
4,93
MCC
Segnient Time =
139
toll to
Reach #9 Total Time �
739
ittinutes _j

NEW HILL PLACE REACHES B. IYINATOLYA, PF
KRG-1 1000 1/19/2012
L-- Reach #10-Sultbasin #28
Chanael Row
Length =
502,66
ft
height-
53
it
Slope =
0.0105
fvft
Manning's it =
0.045
Natural Channel
Flow Area'—
16,00
sf (Assume 4'x 4' Channel)
Wetted perimeter m
1100
ft (Assume 4'x 4' Channel}
Channel Velocity
4,12
ft /sec
Segureal Time =
2.03
minutes
Rearlt #10 Total Time ^
2.03
minutes
E> Reach #11-Junefion #4 - POA#2
Channel Row
Length
292
fi,
Height
9
ft
Slope =
0 0308
ft/ft
planning's n
0.013
Assume 54" RCP Calvert
Flow Area =
15.90
sf (Assume 54" RCP)
Wetted perimeter =
14,14
ft (Assume 54" RCP)
Channel Velocity =
21,76
ft/sec
Segment Time =
0,22
minutes
Chatutel Flow
Ungfil =
623
ft
Height =
83
ft
Slope =
ObI40
filft
Mamung's a =
0,045
Natural Channel
Flow Area mm
16.00
sf (Assume 4'x 4' Channel)
Wetted Perimeter =
12,00
R (Assume 4'x 4' Channel}
Channel Velocity =
474
111sec
Segment Time =
2,19
ndautes
Remelt RI Total Time =
141
minutes.,
#12- Sabbtvvin, #2C- To SWA1`F4
Channel Flow
Length
40
ft
Height
4
It
Slope
0,1000
tuft
Manning"s it =
0,045
Natural Channel
Flow Area =
2,00
sf (Assume 2'x I' Channel)
Wetted Perimeter
4,00
ft (Assume 2'x 1' Channel)
Channel Velocity
660
ft/sco
.Segment Tinte =
0, to
Iffin"tes
Channel Flow
Length
119
ft
Height =
I
ft
Slope =
0.0084
ft/ft
planning's a =
0,045
Natural Channel
Flow Area =
12,00
sf (Assume 4'x3' Channel)
Wetted perimeter =
10.00
ft (Assume 4'x YChannel)
Channel Velocity =
3,43
ft/5ec
Segineat Tbue =
U, 58
mlattles
Reach #12 Total Time =
0,68
ntiffules

NEW HILL PLACE
so
ft
REACHES
KRG-I 1000
ft
Slope n
0.0660
==-> Reach #13-Subbasin #2 Tit ST"f F3
Manning's n ®
O 045
Chonael Flow
Flow Area-
20,00
sf (Assume S'x 4'Channcl)
Wetted Perimeter '=
Length =
34
ft
11,34
Height =
5.1
ft
inuattes
Slope
0,1500
ft/ft
F >Itcatclt 415-Subbasin OC - To SFVJfF #5 to Junction #13
ManniaWs n
0,045
Natural Channel
4.1
Flow Area =
2,00
sf (a 2'x ['Channel)
ft/ft
Welled Perimeter
4,00
ft (Assume 2' x PChannel)
Flow Area =
Channel Velocity =
8.09
ft/sec
10,00
Segruent Time =
A 0 7
Intoutes
Channel r1ow
Segatent Tinter =
1.52
aunufas
ReacIt #15 Total Time =
Length =
92
ft
sleight-
0,9
It
Slope =
0 0098
Wit
Manning's n =
O045
Natural Channel
Flow Area-
12,00
sf (Assume 4'0'Channel)
Wetted Perimeter �
10-00
ft (Assume 4'x YChatincl)
Channel Velocity=
3,70
fi/sec
Segaseut Tiow = 17.41 Iffunaes
Reach #13 Total Tillie = f,48 Ittillules
E—�Reaclt #14S-4bbasin UA
Channel Flow
Length =
so
ft
Height =
33
ft
Slope n
0.0660
Wit
Manning's n ®
O 045
Natural Channel
Flow Area-
20,00
sf (Assume S'x 4'Channcl)
Wetted Perimeter '=
1100
ft (Assume S'x 4' Channel)
Channel Velocity =
11,34
ft/sec
Segineat Tiate =
A(17
inuattes
—Reach #14 Total Tinto =
0,07
nanu --S--i
F >Itcatclt 415-Subbasin OC - To SFVJfF #5 to Junction #13
Length =
114
ft
Height=
6
ft
Slope
0.0526
ft/ft
Manning's 11
U45
Natural Channel
Flow Area
2.00
sf (Assume 2' x 1' Channel)
Wetted Perimeter
4 00
ft (Assume 2'x PChannel)
Channel Velocity
4,79
fEsec
Segnteat Time =
0.40
atiflutes
Chaouel Flow
Length
363
ft
Height
4.1
ft
Slope=
0,0113
ft/ft
Manning's it =
0.04$
Natural Channel
Flow Area =
12,00
sf (Assume 4'x YChannel)
Wetted Perimeter=
10,00
ft (Assume 4'x YChannel)
Channel Velocity
197
fuse-c
Segatent Tinter =
1.52
aunufas
ReacIt #15 Total Time =
1.92
minutes
B, JHNATOLYA, PE
1/1912012

Length=
15
ft
Height=
4
ft
Slope �
01667
ft/ft
Manning's it =
0.045
Natural Channel
Flow Area =
100
sf (Assume Yx I' Channel)
Wetted Perimeter,--
4,00
ft (Assume 2'x I' Channel}
Channel Velocity
10,77
fl/sec,
Seginent Tinte
11.i12
Inin"tes
Channel Flow
Length =
67
ft
Height =
U
It
Slope ®
0,0015
flill
Manning's 11 =
0,045
Natural Channel
Flow Area =
12,00
sf (Assume 4'x YChantud)
Wetted Perimeter =
10,00
ft (Assume 4'x YChannel)
Channel Vemcfty=
144
fusee
Segment Time 4
0,77
minutes
lteca la #16 Total Time =
A 80
minutes
== Rerrclt )f77 Junction #13 To POA #3
Channel Flow
,qh =
178
R
Height =
2,9
ft
dupe=
O0163
Wit
Manning's n =
11.013
Assume 54" RCP Culvert
Flow Area =
15.90
sf (Assume 54" RCP)
Wetted Perimeter =
14J4
ft (Assume 54" RCP)
Channel Velocity =
15 52
ft/sec
Segruent Time =
A I v
fninures
Channel Flow
Length =
50
ft
Height =
33
ft
Slope =
O 0660
Jft/ft
Manning's a =
0.045
Natural Channel
Flow Area =
20,00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
1100
ft (Assume 5'x 4' Channel)
Channel Velocity =
I 1 -34
ftfsec
Length =
71
ft
Height =
2
ft
Slope =
0.0282
ft/ft
Manning's a -
0.013
Assume 48" RCP Culvert
F I rov Area'-
3,14
sf (Assume 48" RCP)
Wetted Perimeter=
US
ft (Assume 48" RCP)
Channel Velocity m
12, l2
ft/Sce
Segment Time =
0.10
otinutes
B. IIINKI'OLYA, PE
1/19/2012

N HILL PLACF REACHES B, IHNATOLYA, PE
KRG-11000 1/19/2012
zm�
Length =
820
11
Height =
16.1
It
Slope =
0,0196
fi/ft
Mannrng"s a �
O 045
Natural Channel
Flow Area =
12,00
sf(Assumc 4'x YCharmcf)
Wetted Perimeter =
10.00
It (Assume 4'x 3" Channel)
Channel Velocity =
52-1
fvscc
Segmeol Tfose =
Z61
ininutes
Reach #18 Total Tinte =
Z 71
""mutes
abbasin UE - To S FVMF # 7 to Juaction #5
Channel Flow
Chanael Flow
Length =
38
ft
Height =
4
fi,
Slope =
O 1053
fifft
Manrdng"s a =
O 045
Natural Channel
Flow Area
2,00
sf(Assmnc 2'x I" Channel)
Wetted Perinicter =
4M
ft (Assume 2'x I' Channel)
Channel Velocity
6.77
Ofsee
Segntent Tim e
&09
Ininates
23MMM
Length =
182
ft
Height =
4
ft
Slope =
0,0220
fl/ft
Manning's n =
0,045
Natural Channel
Flow Area =
6,00
sf(Assume Y 2' Channel)
Wetted Perimeter =
7.00
ft (Assunic Y 2' Chanel)
channel Velocity =
4,43
ft/sec,
Segntent Time =
0168
Initaftey
Reach #19 Total Tirane =
& 78
ininutes
— Reach #20,Subbaslit #5 To TOA #5
Channel Flow
Length=
168
ft
Height—
6
fi,
Slope =
0.0357
ft/ft
Manning's n'=
➢,013
Assume 54" RCP Culvert
Flow Area =
15,90
sf (Assume 54" RCP)
Wetted Perimeter ®
14.14
fl (Assume 54" RCP)
Channel Velocity =
2142
ft/sec
ScRittent Tinte =
0 12
inlautes
mch #20 Total Tiore =
0, t2
foloates
I=> I eacTt #21WSabbasitt #2C -Bypass Offifte
Chanael Flow
Length =
20
It
Height =
01
ft
Slope =
0 0100
flift
Manning"s n =
0,013
Assume 18" RCP Culvert
Flow Area =
137
sf (Assurne 18" RCP)
Wetted Perimeter =
Ul
ft (Assume 18" RCP)
Channel Velocity =
5,96
filsec
Segnsent Titne =
0,06
ffilnutes

NEW HILI, PLACE
REACHES B, H INA,rOLYA, PE
KRO-1 1000
ft
Height =
1/19/2012
Channel Flow
slope'—
0,0332
ft/ft
Manning's n =
Length =
623
11
6,00
Height =
152
ft
ft (Assume Y 2' Channel)
Slope =
0,0244
f1i It
,Vogntent Time =
Manning's it =
O.013
Assume 30" RCP Culvert
1,74
Flow Area =
4,91
sf (Assume 30" RCP)
Wetted Perimeter =
7,85
ft (Assume 30" RCP)
Length =
Channel velocity =
13,09
fUsec
25,6
Segment Time =
(479
ininutes
Cluumel r1ow
Manning's n =
0,013
Assume 24" RCP Culvert
Flow Area =
Length =
658
11
6,29
Height =
19A
ft
ft/sce
Slope =
0,0295
ft/ft
Channel Flow
Manning's n =
7.t145
Natural Channel
248
Flow Area =
12,00
sf (Assume 4'O'Channel)
ft
Wetted Perimeter =
10.00
it (Assume 4'x 3'Channcl)
Manning's n
Channel Velocity=
6,42
fi/sce
,00
.Tegment Time =
1,71
minutes
[—Reach W21 Total Tinto = 2,56 minutes
#3E-4vpass Of site
Channel Flow
Length =
567
ft
Height =
1&8
Ift
slope'—
0,0332
ft/ft
Manning's n =
0,045
Natural Channel
Flow Area =
6,00
sf (Assume Y 2' Channel)
Wetted perimeter '=
7,00
ft (Assume Y 2' Channel)
Channel Velocity _
5, -,i 4
ft/sec
,Vogntent Time =
1.74
minutes
-Rawft #22 Total Time =
1,74
aatittattes
##S- site
Channel Flow
Length =
437
ft
Height =
25,6
ft
Slope =
O.0586
Rift
Manning's n =
0,013
Assume 24" RCP Culvert
Flow Area =
114
sf (Assume 24" RCP)
Wetted Perimeter=
6,29
ft (Assume 24" 11,CP)
Channel Velocity =
l7.48
ft/sce
Segment Time
A42
nilinutes
Channel Flow
Length =
248
ft
Height =
3,8
ft
Slope =
0,0153
Rift
Manning's n
0.045
Natural Channel
Flow Area =
,00
sf (Assume Y 2' Channel)
Wetted Perimeter
7.00
ft (Assume Y 2' Channel)
Channel Velocity =
3,70
ft/sca
Seginent Time
1,12
minutes
]Iteach #23 Total Time
1,53
minutes

SU -Tosvvvr4 POAF3
Bentley Systems, Inc, Hassled Methods Solution Bentley PondPack V81
KR21OOO,ppo Center 108,11,01,51]
111912012 27 Siemon Company Gam # 200 W Page I of I
Watertown, CT 06795 USA [phone]

Subsection', Master Network Summary
Catchments Summary
Label Scenario
Return
Event
(years)
I
10
too
too
1
10
100
100
I
10
100
100
I
10
100
100
1
10
100
100
1
10
100
100
I
10
100
100
I
10
I
10
100
100
I
10
100
100
1
I
Hydrograph Time to Peak Peak Flow
Volume (min) (ft31 S)
(ac-ft)
02
0 , 9
2A
2.1
OA
0.4
0�8
0�8
U
U
OJ
01i
U
0.0
OA
OA
OA
M
1.8
IS
O'o
U1
OA
OA2
4t7
4.082
4.082
0.153
0.740
er
gee
ii
PIf
Ti
per
•
1�51
1032
2125
21;25
1J4
5AI
M25
10.25
0.31
1.52
2;87
2;87
OAO
IJ6
lo92
1o9z
om
&26
18A6
18,46
1.22
3.85
6.56
&56
0
O� 17
2,00
4,53
433
17M
4U•
63,45
6145
OM
&23
17i62
34A9
59 ' 54
7927
79 , 27
0.89
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack Val
KRG11000.ppc Center [08.11,01.51)
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100 Yr WC
Post I year
Post 10 year
Post 100 year
100 Yr WC
Post 1 year
Return
Event
(years)
I
10
too
too
1
10
100
100
I
10
100
100
I
10
100
100
1
10
100
100
1
10
100
100
I
10
100
100
I
10
I
10
100
100
I
10
100
100
1
I
Hydrograph Time to Peak Peak Flow
Volume (min) (ft31 S)
(ac-ft)
02
0 , 9
2A
2.1
OA
0.4
0�8
0�8
U
U
OJ
01i
U
0.0
OA
OA
OA
M
1.8
IS
O'o
U1
OA
OA2
4t7
4.082
4.082
0.153
0.740
er
gee
ii
PIf
Ti
per
•
1�51
1032
2125
21;25
1J4
5AI
M25
10.25
0.31
1.52
2;87
2;87
OAO
IJ6
lo92
1o9z
om
&26
18A6
18,46
1.22
3.85
6.56
&56
0
O� 17
2,00
4,53
433
17M
4U•
63,45
6145
OM
&23
17i62
34A9
59 ' 54
7927
79 , 27
0.89
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack Val
KRG11000.ppc Center [08.11,01.51)
1/19/2012 27 Siemon Company Drive Suite 200 W Page 1 of 20
Watertown, OT 06795 USA +1-20a-755-1666

Catchments SummarV
Label
Scenario
Return
Hydrograph
Event
volume
(years)
(ac-ft)
SU6011
Post 10 year
10
0.400
SUB011
Post 100 year
100
0.897
SU601I
100 Yr WE
100
0.897
SUB02A
Post I year
1
0.025
SUB02A
Post 10 year
10
OA68
SUB02A
Post 100 year
100
0.421
SUB02A
100 Yr WC
too
0.421
SUB02B
Post 1 year
1
0.109
5UB02B
Post 10 year
10
0A78
SUB02B
Post 100 year
100
1.056
SUB028
100 Yr WC
100
1.056
SUB02C-TO5WMF3
Post I year
1
3,068
SUB02C-TOSWMF3
Post 10 year
10
6,575
SUB02C-TOSWMF3
Post 100 year
100
10,729
SU1302C-TOSWMF3
100 Yr WC
100
10,729
SUB02C-BYP-CONS TTE
Post I year
1
0,068
SUB02C-BYP-ONSrTE
Post 10 year
10
0346
SUB02C-BYP-CONS rT7E
Post 100 year
100
0,803
SUB02C-BYP-ONSrTE
100 Yr WC
100
06803
SUB02C-TOSWMF4
Post I year
1
1,119
SUB02C-TOSWMF4
Post 10 year
10
2.583
SUB02C-TO5WMF4
Post 100 year
100
4.362
SUB02C-TOSWMF4
100 Yr WC
100
4.362
SUB02C-DYP-OFFSrl-E
Post year
1
0,313
SUB02C-BYP-OFFSrTE
Post 10 year
10
0.910
SUB02C-BYP-DOFFS rTE
Post 100 year
100
1.708
SUB02C-BYP-OFFSITE
100 Yr WC
100
1,708
SUB03A
Post year
1
U10
SUB03A
Post 10 year
10
0.058
SUB03A
Post 100 year
100
0.139
SUB03A
100 Yr WC
100
0.139
SUB03C-TOSWMF5
Post year
1
2.052
SUB03C-TOSWMF5
Post 10 year
10
5.016
SUB03C-TO SWMF5
Post 100 year
100
8,702
SUB03C-TOSWMF5
too Yr WC
100
8,702
SUB03C-BYP
Post I year
1
0.052
SUB03C-BYP
Post 10 year
10
0.281
SUB03C-BYP
Post 100 year
100
0M3
SUB03C-BYP
100 Yr WC
100
M63
S1J1303E-BYP- OFFS rFE
Post I year
1
0A84
SUB03E-BYP-OFFSrM
Post 10 year
10
1.560
SUB03E-BYP-OFFSrM
Post 100 year
100
3,062
SUB03E-BYP-OFFSrTE
100 Yr WC
100
3.062
SUB03E-BYP-ONSITE
Post 1 year
1
0.035
SU603E-BYP-ONSITE
Post 10 year
10
0,178
,a#
to #1
#
iii
Ili
#
tie
atw
pit
fig
err
Not
#
M
rt
I
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VEli
KRG1100O.ppc Center [08,11.01.51]
1/1912012 27 Sfemon Company Drive Suite 200 W Page 2 of 20
Watertown, OT 06795 USA +1 -203-75$-1666

Subsection: Master network Summary
Post 1 year
1
3.886
755M0
Catchments Summary
Post 10 year
10
13.542 '
756:000
Label
Scenario
Return
1lydrograph
Time to Peak
Peak Flow
100 Yr WC
too
Event
Volume
(min)
(ft3 /s)
1
3.574
(years)
(ac-ft)
Post 10 year
10
SUB03E-BYP-ONSITE
Post 100 year
100
BAN
721.000
6.14
SUB03E-BYP-ONSITE
100 Yr WC
100
0,414
721,000
6,14
SU803E- °TOSWMF7
Past 1 year
1
0.460
721,000
141,06'
SUB03E- -T[OSWMF7
Post 10 year
10
0.949
721.000
16380
SUB03E-TOSWMF7
Post 100 year
100
1,511
721,000
21;08
SUB03E- TCSWMF7
100 Yr WC
100
1,511
721.000
21.98
SU 03D -BYP
Post 1 year
1
0.016
727.000
0.11
SUB03D -BYP
Post 10 year
to
0.086
722.000
132
SUB03t3_BYP
Post 100 year
100
0.204
721.000
3.00
SUB03D -BYP
100 Yr WC
100
0.204
721.000
100
SUB03LD- Tt3SWMF6
Past 1 year
1
1.968
321.000
4146
SU 03D- TOSWMF6
Pest 10 year
10
4.627
321M0
8114
SUB03D-TOSWMF6
Post 100 year
100
7,885
721,000
12035
SU803U -T SWMF6
100 Yr WC
100
7.885
721,000 '
120.35
SUB03B
Post 1 year
1
OX03
726.000
0.0
SUB03B
Post 10 year
10
U12 '
722,000
010
SUB03B
Post 100 year
100
U28
721,;100
0.42
SUB03B
1t0 Yr WC
0.028
721.000
0.42
Node
Label
Scenario
Return
Hydro graph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3 /s)
(years)
(ac -ft)
POA #1
Post 1 year
1
3.886
755M0
PA #1
Post 10 year
10
13.542 '
756:000
PA #1
Post 100 year
100
28.204
7310077
POA #1
100 Yr WC
too
37.988 '
731.000
3-3
Post 1 year
1
3.574
752.000
3 -3
Post 10 year
10
12.199
754.00
3 -3
Post 100 year
100
25.339
731.000
3 -3
100 Yr WC
100
35.034
728.0071
3 -6
Post 1 year
1,
3.533
75.110
3 -6
Post 10 year
10
12.054 !
753.000
3 -6
Post 100 year
100
25.038
730.000
3 -6
100 Yr WC
100
34333
728.000
3 -9
Past l year
1
M98
751.000
3 -9
Post 10 year
10
1856
751.000
3 -9.
Post 100 year
1{10
6$347
727.000
3 -9
100 Yr WC
100
7x928
726.000
POA #2
Post 1 year
1
1x942'
735,00;1
POA #2
Post 10 year
10
7.830
73100()
POA r#2
Pest 100 year
too
15x632
732.000
POA #2
100 Yr WC
100
19362 '
731.000
Post l year
1
0.103
728.000
Bentley Systems, Inc. Haestad
Methods Solution
KR 1'100O.ppc
Center
111912612
27 Slempn Company Drive
Suite 269
Watertown, CT 06795 U +1-203
- 755 -1666
8.16
SOM
181;48
226;69
6.30
43;40
154.44
196;22
ISM
4189
152.66
193.91
1.24
19.03
72.01
75.06
6.24
54.10
10117
117.42
1.14
Bentley Pond Pack Vii
Page 3 of 20

p
Label
Scenario
Return
Hydrograph
725M0
1025
Event
Volume
730.000
&26
(years)
(ac-ft)
729.000 '
Post 10 year
10
0.402
781000
Post 100 year
100
0.849
751000
100 Yr WC
100
0.849
754:000
Post 1 year
1
0.156
725.000
Post 10 year
10
0.799
752.000
Post 100 year
100
L857
726M0
100 Yr WC
100
18857'
727.000
Post 1 year
1
1490
725,000
Post 10 year
10
6.941
730400
Pest 100 year
100
11160
729x400
100 Yr WC
100
20.176
732.000 '
Post 1 year
1
0.204
752;000
Post 10 year
10
1,126
731000
Post 100 year
144
2.961
729:000
100 Yr W4
100
4,068
785:004
P1st 1 year
1
0358
727:404
Post 10 year
10
1,717
729:404
Post 100 year
100
1762'
728:400
100 Yr WC
100
5343
7364000
Past 1 year
1
0.025-
Post 10 year
10
0.168
Post 100 year
100
0.421
100 Yr WC
100
0.421
Post1 year
1
01109
Post 10 year
10
0.478
Post 100 year
100
1.056
140 Yr WC
100
1.056
Post 1 year
1
0.822
Post 10 year
10
4236
Post 104 year
100
8.367
100 Yr WC
100
10.625
3 -4
Post 1 year
1
1.812 '
3 -4
Post 10 year
10
7.193
3 -4
Post 100 year
100
14.166
3 -4
100 Yr WC
100
17.896
Past 1 year
1
0.611
Post 10 year
10
1.706
Post 100 year
100
1294
100 Yr WC
104
4.767'
Post 1 year
1
0313
Post 10 year
10
07 910
Post 100 year
140
1.748
100 Yr W4
100
1.708
POA#3
Post 1 year
1
1,996
PO #3
Post 10 year
10-
8,733
Bentley Systems, Inc.
Haestad Methods Solution
KRG11000,ppc
Center
1/1912012
27 Slemon Company Chive Suite 200
Watertown, CT 06795 U [phone]£
to Peak Peak Flow
7261040
5.41
725.000
14.25
725M0
1025
753:1160
0.878
730.000
&26
729.000
18"46
729.000 '
18.46
901040
3.14
781000
11,07
754.000
5035
751000
52.21
1,440,400
0.21
754:000
7.31
727;000
34,86
725.000
45.11
1,087;000
0.35
752.000
12.53
727.000
46.11
726M0
48.74
7511100
0.13
727.000
1.89
725,000
4.88
725,000
4.88
734M0
0.76
730400
5.18
729.000
10.63
729x400
10.63
1,081000
1.03
732.000 '
31.71
752.000
41.44
752;000
42.10
731000
5.43
731000
47.66
731.040
87.24
729:000
102.90
785,000
0.92
785:004
2.31
732:000
2130
727:404
35.54
729:004
4,11
729:404
11,32
726:400
18.21
728:400
18.21
738.000
9.32
7364000
61.83
Bentley PondPack Val
[09.11.01.511
Page 4 of 20

Node Summary
Label
Scenario
Return
Hydrograph
Time
to Peak
Peak Flow
Event
Volume
(min)
W/S)
(years)
(ac-ft)
POA#3
Post 100 year
100
18.544
734.000
132,56
POA#3
IGO Yr WC
100
22.485
734,000
129.01
Post year
1
0.010
750=0
0.06
Post 10 year
10
0.058
722,000
0186
Post 100 year
100
0A39
722,000
2.03
100 Yr WC
100
0,139
722,000
103
Post I year
1
0.583
1,085.000
0;60
Post 10 year
10
3,422
731:000
28.18
Post 100 year
100
7.091
734.000
40.45
100 Yr WC
100
8.629
752,000
35.60
Post 1 year
1
0.484
731000
5,24
Post 10 year
to
1.560
730=0
17.46
Post 100 year
100
3.062
730.000
30.14
100 Yr WC
100
3.062
730.000
30.14
Post 1 year
1
0.563
1,085400
0.58
Post 10 year
10
1411
753,000
15,08
Post 100 year
100
5.662
731=0
39,97
100 Yr WC
100
7;854
73LOOO
41,80
Postl year
1
0.256
731.000
2.74
Post 10 year
to
0.737
725X00
12.17:
Post 100 year
100
1.298
725.000
14.78
100 Yr WC
too
1.509
725.000
14.78
3-13
Post I year
1
1,985
737.O00
9126
3-13
Post 10 year
10
8,667
735.000
61,44
3-13
Post 100 year
100
18.383
731000
131.65
3-13
100 Yr WC
100
22.324
733.000
128.11
7 -5
Past year
1
0.774
734;000
8,03
3-5
Post 10 year
10
2.474
729.000
28.79
3-5
Post 100 year
100
4.772
730.000
46,59
3-5
IOOYrWC
too]
4.983
730.0001
46.59_1
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
SWMF-2 (IN)
Post I year 1
4.772
721.000
103.85
(N/A)
(N/A)
SWMF-2
(OUT)
Post I year 1
2.490
902,000
3.14
369.58
3.069
SWMF-2 (IN)
Post 10 year 10
I0A14
721,000
189A0
(N/A)
(N/A)
SWMF-2
(OUT)
Post 10 year 10
6x941
783.000
11.07
371.18
6.493
SWMF-2 (IN)
Post 100 year too
17.138
721. 10
256.50
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack Vai
KRG11000,ppc Center [08,11,01,51)
111912012 27 Slemon Company Drive Suite 200 W Page 6 of 20
Watertown, CT 06786 USA [phone]

Subsection: Master Network Summary
Pond Summary
Label Scenario Return Hydro r ptt Time to Peak Peak Flow
Event Volute (min) (3 /S)
(years) (ac-ft)
SWMF -2
(OUTI
Post 100 year
100
13.160
754.000
50.35
SWMF -2 (IN)
100 Yr WC
100
17.136
721000
256.50
SWMF -2
(O
100 Yr WC
100
20 176
751000
52.21
SWMF -6 (IN)
Post 1 year
1
0:627
721000
17.03
SWMF -8
(CND
Post 1 year
1
0.204
1,440$000
0,21
SWMF -6 (IN)
Post 10 year
10
1244
721,000
41.26
SWMF -8
(OUT)
Post 10 year
10
1:126
754.000
7.31
SWMF -6 (IN)
Post 100 year
100
4.082
721M0
63.45
SWMF ®6
(OUT)
Posh 100 year
100
2.961
727,000
34,86
SWMF ®6 (IN)
100 Yr WC
100
4,002
721;000
63.45
SWMF40
(O
100 Yr WC
100
4.068
725.000
45,11
SWMF -1 (IN)
Post 1 year
1
1.576
721M0
34;19
SWMF -1
(
Post 1 year
1
0350
1,067.000
035
SWMF -1 (ICU)
Post 10 year
10
3.316
721.000
59.54
SWMF -1
(OUT)
Post 10 year
10
1.717
752.000
1153
SWMF -1 (IN)
Post 100 year
100
5.365
721.000
79,27
SWMF -1
(OUT)
Post 100 year
100
1762
727:000
46,11
SWMF -I (IN)
100 Yr WC
100
5366
721:000
79.27
SWMF -1
(OUT)
100 Yr WC
100
5343
72&0011
4674
SWMF -3 (IN)
Past I year
1
1060
721,000
66.72
SWMF -3
(O
Post 1 year
1
0.822
1,062,000
1.03
SWMF -3 (IN)
Post 10 year
10
6.575
721.000
116.77
SWMF -3
(
Post 10 year
10
4.236
732.000
31.71
SWMF -3 (IN)
Post 100 year
100
10129
721.000
159.58
SWMF -3
(0)
Post 100 year
100
0.367
752.000
41,44
SWMF - (IN)
100 Yr WC
100
10.729
721.000
159.56
SWMF -3
(OUT)
too Yr WC
too
10:625
752.000
42.10
SWMF -4 (I)
Post 1 year
I
1.119
721.000
24.25
SWMFr4
()
Post 1 year
1
0,611
765b000
0,32
SWMF -4 (IN)
Post 10 year
10
2.503
721.000
47.41
Bentley Systems, Inc, Haestad Methods Solution
KRG11000,ppp
Center
111912912
27 Siemon Company Drive Suite 200
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Maximum
Water
Surface
Elevation
()
372.42
(N /A)
372.99
(N /A)
353.79
(N /)
355,27
(N /A)
355.50
(N/A)
356.04
(N /A ) ,
302.30
(N /A)
363.40
(N /A)
383.97
(N /A)
354.16
(N /A)
354.51
(N /A)
365.27'
(N /A)
366;76
(N /A)
356.96
(N /A)
36.1.31'3
(N /A)
M

Pond Summary
Label Scenario Return Hyurograph Time to Peak Peak Flow
Event Volume (min) (ft3/ )
(years) (ac-ft)
SWMF -4
(OUT)
Past 10 year
10
15706
785:000
234
SWMF -4 (IN)
Post 100 year
100
4.362
721.000
66.30
SWMF -4
(OUI )
Post 100 year
100
1294
732.000
21.30
SWMF -4 (IN)
100 Yr WC
100
4362
721.000
66339
SWMF -4
(OUT)
100 Yr WC
100
4.767
727.000
35-054
SWMF -5 (IN)
Post 1 year
1
2.052
721.000
43.01
SWMF-5
Post l year
1
0.583
1,085.000
0.60
(
SWF -5 (ITV)
Post 10 year
10
5.016
721.000
92,53
SW F -5
(O
Post 10 year
10
3.422
731,000
28.18
SWMF -5 (IN)
Past 100 year
100
8,702
721.000
133.77
SWMF-5
(O
Post 100 year
100
7.091
734°000
40.45
SW iF -5 (I)
100 Yr WC
100
8.702
721.000
133.77
SWMF-5
(
100 Yr WC
100
8,629
752,000
35.60
SWMF -7 (I)
Past 1 year
1
0.468
721,000
10.06
SWMF -7
(OUT)
Pest 1 year
1
0.256
731.000
2.74
SWMF -7 (IN)
Post 10 year
10
0,949
721.000
16.00
SWMF -7
(OUT)
Post 10 year
10
0,737
725:000
1117
SWMF -7 (IN)
Post 100 year
100
1,511
7215000
21:95
SWMF -7
(O,
Post 100 year
100
1,296
725,000
14.75
SWMF -7 (IN)
100 Yr WC
100
1:511
721;000
21 98
SWMF -7
(OUT)
100 Yr WC
100
1.509
725.000
14.78
SWMF -6 (IN)
Post year
1
1.968
721.000
42.46
SWMF -6
(OUT)
Postl year
1
0.563
1,055.000
0.55
5WMF -6 (IN)
Post 10 year
10
4,627
721.000
55.14
SWM1F-6
(OUT)
Post 10 year
10
2:411
753,000
15.08
WMF -6 (IN)
Pest 100 year
100'
75005
721.000
120.35
SWMF -6
(
Post 100 year
100
5F662
731,000
39.97
SWNIF -6 (IN)
100 Yr WC
100
7:805
721.000
120.35
SWMF-6
(O
100 Yr WC
100
7.854
731$000
41.80
Maximum
Water
Surface
Elevation
(ft)
363,02
(N /A)
363.54
(N /A)
363.53
(N /A)
328.21
(N /A)
328.99
(N /A)
330.43
(N //ti)
330.94
(N /A)
.349.09
(N /A)
349.41
(N /A)
349.57
(N /A)
349.57
(N /A)
322.05
(N /A)
323.42
(N /A)
32428
(N /A)
324588
M4
4
t
r
f
A
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NEW ILL PLACE
1100

NEW HILL PLACE
WET POND
KRG- I 1000
SWMF#5
Stage-StoragLEunction
Accumulated
Project Name;
New Hill Place
Designer-
B. Ihnatolya, PE
Job Number:
KRG-1 1000
Date:
1/1912012
13. IFINATOLYA, PE
1/19/2012
250000
200000
150000
Lo
0 100000
50000
0
0,0
1'o 2,0 *age (feet ,o 6.0 &0 TO
Ks=
b 27459
1�09
= 1�094
=
1 4
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)
25 0
24 '736
326,50
0. 5
22811 '
Cl 32
.0
10
-.24
Mo
-- - ----- ---
4�O
3 45o
250000
200000
150000
Lo
0 100000
50000
0
0,0
1'o 2,0 *age (feet ,o 6.0 &0 TO
Ks=
b 27459
1�09
= 1�094
=
1 4

NEW HILL PLACE WET POND . IHNATOLYA, P
KRG -11000 c rar ►x 1/19/2012
Stage - Storage Function
Ks= 27459
b = 1.094
o = 326.00
Elevation
Storage
feet
ie
]acre -feet]
326.00
0
0.000
32620
4721
0.105
326.40
10077
0.231
326,60
15703
0.360
3211.80
21'511
0-0494
327.00
27459
0.630
327.20
33520
0.770
327.40
39678
0.911
327.60
45919
1.054
327.80
52234
1.199
328.00
58615
1.346
328.20
65057
1.494
328.40
71554
1.643
328.60
78103
1.793
328.80
84698
1.944
329.00
91339
2.097
329.2{1
98021
2.250
329.40
104742
2.405
329.60
111501
2.560
329.80
118295
2.716
330.06
125123
1872
330.20
131983
3.03{1
330.40
138874
1198
330860
145795
3.347
330.80
152743
3.507
331.00
159719
1667
331.20
166722
3.8237
33L40
173749
1989
331 M
180802
4.151
331.80
187878
1 4.313
332,00
19976
4.471

Subsection: Outlet Input Data
Label: SWMF#5
Requested Pond Water Surface Elevations
Minimum (Headwater) 326.00 It
Increment (Headwater) U0 It
Maximum (Headwater) 332,00 It
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box Riser - I Forward Culvert - 1 32830 332.00
Orifice-Circular Orifice - 1 Forward Culvert - 1 326.00 33100
CulverL-Circular Culvert- I Forward TW 32150 332.00
Tailwater Settings Tailwater (N/A) (NIA)
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Subsection: Outlet Input Data
Labek SWMF#5
Structure ID: Riser - I
Structure Type: Inlet Box
Number of Openings
I
Elevation
32830 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
1U0 ft
Weir Coefficient
3,00 (ft -0.5)/s
K Reverse
1.000
Manning's n
U00
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
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Structure ID: Culvert - 1
Structure Type: Culvert-Circular
Number of Barrels
Diameter
24.0 In
Length
WOO ft
Length (Computed Barrel)
50.00 ft
Slope (Computed)
0,010 ft/ft
Outlet Control Data
Manning's n
OZ13
Ke
0500
Kb
0,012
Kr
0,500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form I
K
0.0098
M
10000
C
Ox0398
Y
0,6700
T1 ratio (H/)
1,155
T2 ratio (HWID)
1.302
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 & TZ
T1 Elevation 324;81 ft T1 Flow 15.55 ft3/S
T2 Elevation 325.10 ft T2 Flow 17.77 ft3/S
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Subsection: Outlet Input Datw
Labek SWMF#5
Structure ID: Orifice - I
Structure Type: Orifice-Circular
Number of Openings
1
Elevation
326,00 It
Orifice Diameter
4.0 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
0.01 It
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
05G ft
(Maximum)
Flow Tolerance (Minimum)
U01 ft3/S
Flow Tolerance (Maximum)
IU00 ft3/S
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Tallwater Elevation Convergence Error
(ft) (ft)
o.
326.00
UO
(N/A)
0.00
326.20
OX
(N/A)
0100
326.40
UO
(N/A)
0.00
326.60
0.28
(N/A)
0.00
326,80
0.33
(N/A)
0.00
327,00
0.38
(N/A)
OM
327.20
0.43
(NIA)
0,00
327.40
0A7
(NIA)
OM
32760
0.50
(N/A)
UO
327,80
054
(N/A)
UO
328M
M7
(N/A)
MO
328.20
MO
(N/A)
UO
328.30
0.61
(N/A)
UO
328.40
2.14
(N/A)
0.00
328.60
0.54
(N/A)
UO
32&80
17.65
(N/A)
UO
329.00
20x67
(N/A)
0.00
329.20
36.49
(N/A)
0.00
32940
37.16
(N/A)
0.00
329M
37.83
(N/A)
UO
329.80
38.47
(N/A)
UO
330,00
39.11
(N/A)
0.00
330,20
39.74
(N/A)
0.00
330A0
40.36
(N/A)
0.00
330.60
40097
(N/A)
0.00
330S0
4157
(N/A)
0.00
331.00
42.16
(N/A)
0.00
331:20
42.75
(N/A)
0.00
331.40
4333
(N/A)
OM
331:60
4189
(N/A)
0.00
331S0
44.46
(N/A)
Oki)
--232,00
45.01j
(N/A) 1
0.00
w.

Subsection o Composite Rating Curve
Label-, SWMF#5
I
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el P#40
T AS�C
y:
Return Event: 100 years
Storm en/
:
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.ae9,gf
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�*11011
Number of Openings
I
Elevation
32830 ft
Orifice Area
16.0 ft7
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ftA(LS)/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
50X0 ft
Length (Computed Barrel)
50,00 ft
Slope (Computed)
U10 ft/ft
Outlet Control Data
Manning's n
0,013
Ke
0.500
Kb
U12
Kr
0:500
Convergence Tolerance
0,00 it
inlet Control Data
Equation Form
Form I
K
U098
M
2,0000
C
0,0398
Y
O:6700
T1 ratio (HW/D)
1.155
T2 ratio (HW/D)
1.302
Slope Correction Factor
-0.500
Bentley Systems, Inc, Haestad Methods Solution
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• I a I

Subsection: Outlet Input Data Return Event; 100 years
Label: SWMF 5 -WC Storm Event: 100-Y ear
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Subsectio put Data
Structure ID TAN
Structure Type Setup, DS Channel
Tallwater Type
Free Outf ll
Convergence Tolerances
Maximum Iterations
30
Tallwater Tolerance
0.01 ft
(Minimum)
Tallwater Tolerance
0.50 ft
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 w/
Flow Tolerance (Maximum)
10.000 ft3/
Bentley Systems, Inc. ilaestad Methods Solution Bentley PendPeck V8i
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Taftater Elevation Convergence
4 I�
e
326:00
OM
(N /A)
0.00
326.20
0.00
(N /A)',
0.00
326.40
0.00
(N /A)
0.00
326,60
0,00
(N /A)
0aU0
326.80
0 0O
(N /A)
0rU0
327.00
O 00
(N /A)
0100
327.20
0.00
(N /A)
0.00
327.40
0.00
(N /A)
0.00
327:60
{1.00
(N /A)
0.00
327.80
0.00
(N /A)
0.00
320.00
£7.00
( /A)
0.00
320:20
0.00
(N /)
0.00
328.30
0.00
(N /)
0.00
328.40
1.52
(N /A) _
0.00
328;60
7.59
(N /A)
0,00
328,80
10.97
(N /A)
0.00
329.00
70.04
(N /A),
0.00
329.20
20.91
(N /A)
0.00
329:40
29.75
(N /A)
0.00
329.60
30.50
(N /A)
0.00
329.80
31.38
(N /A)
0.00
330:00
32316
(N /A)
UtUO
33010
32392
(N /A)
0.00
330.40
33:66
(N /A)
0.00,
330;60
34.39
(N /A)
0.00
330;60
33.11
(N /A)
0.00
331,00
35.80
(N /A)
0.00
331,20
36.49
(N /A)
0.00
33L40
37.16
(N /A)
0.00
33L60
37.83
(N /A)
0.00
33180
38.47
(N /A)
13.00
332•100
39.11
(N /A)
0.00
Contributing Structures
(no Q: Riser - 1,Culvert - 1)
(too Q. Riser - 1,Culvert - 1)
(no Q., Riser - 1,Culvert - 1)
(no s Riser - 1,Culvert - 1)
(no e Riser - 1,Cutvert - 1
(no Cie Riser - 1,Culvert - 1)
(no : Riser - 1,Culvert - 1)
(no Q: Riser - 1,Culvert - 1)
(no Q: Riser - 1,Culvert - 1)
(no Q: Riser - 1,Culvert - -1)
(nos . Riser - 1,Culvert - 1)
Bentley Systems, Inc, Haestrd Methods Solution
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enter
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4 I�
e

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NEW HILL PLACE SWMF#5-WET DETENTION
RG- I 1000 Above NWSE,
.IHNATOLYA P
1/1912012
KS= 27459
L094
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Value
J S-S Fx
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
326.uu
OM
24,236
vv ................
® ._. .........
....... .... _ I-- .
326-056
_n...�, ..M�
0.50......,27,
x �._x..
...
11
�... �..n,m n n.snn
.......... .....ur..
� 26024
13012
...... .
13012
......
0.51
32&00
100
`
31,24 }
29526
44288
57300
1.96
336+00
4.t}�
6
35,456
33348
33348
66696
66696 .
.123996
m. 123996 .......
3.97
3.97
. r .. .... ....
_...
32.69
� j -2� 0-6
____.
—6. 6 -6
6.tJil
-.
- 3--9-, 7- , 6"', -4
39,7FS
.
37616
�522(�
19921
6.x.2
KS= 27459
L094

NEW HILL PLACE SWMF45-WET DETENTION POND B. IIINATOLYA, _PE
KRG- 11000 Below NWSE - Main Pool 1/19/2012
IMMMM
r a ors. Stage
8000
_ _._.__ _ .._... ...:.....
Average
Incremental
Accumulated
Estimated
y — 3{147. ' 230
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
iS -S F i
(feet)
(feet)
{F)
(F)
(CF)
(F)
(feet)
320.0}.I7
8,205
10100
322X0
......x .....
100
...
... _ 10,824
9515
-- --------
9029
__.n_ ...........
19029
.......... ...........
......v:v 2M
324.9E
4M
13,604
12214
24428 n
v
43457
3.94
...._..: ........
325.5 3
u.,.... ,,»..N .... ....w, .vvw..
..
5.50
w..........,..,...x ..n.xw...:
.v......:
15,751
.. .....
14678
...n. -.... .......m
_
22016
.............. _..w. re..... .,
___.. n.m _.__._
65473
............ ...
m® _ _..n ..... _.. ®....
5,501
,... ,___.:........._------
32 ,t1{}
C
18,615
17183
8592
74065
6.08
r a ors. Stage
8000
_ _._.__ _ .._... ...:.....
70000
y — 3{147. ' 230
60000
R2 --,1.999 l
U.
V
50000
G
'
40000
30000
i
i
q
20000
10100
0,00
1,00 2,00 3,00 4,00 5M U0 TOO
Stage (feet)

NEW TALI+ PLACE
SWMF#5-WFT DETENTION POND
B. IHNATOLYA, PIS
SMOE-STORAOE FUMMON - NORTH FORESAY
Average Incremental
Accumulated
Estimated
Contour
Contour Contour
Contour
Stage
Contour
Stage
Area
Area Volume
Volume
w/ .S -S F n
(feet)
(feet)
(SF)
(SF) (CF)
(CF)
(feet)
__. _...x:n
322 G
.1111.11.11,11,
2 t}9 _.__..n.w
_,..
__..., .......
1,592_
__..v..m w.uxv F. n.. w....,
1397 2794
_.__..._ ._
2794
..... ... ........
2 C2
n.......
324.6{3.
._.m® ........
4.00
....
3,248
2576 5140-
m ... _.w____ --
7934
..n.
3.90
..wm.. .........
325.50
5.5
4,354
3816 5724
13655
5.49
3 6 00,
5.00
5x62 ,..
1,1111
5003 2501
16159
6.11
Its 9416&
1,586

NEW HILL PLACE SWMF#5-WET DETENTION POND
KRG- I 1000 Summary
Volume of Main Pool =
74,065
cf
Volume of Forebay =
16,159
cf
Total Volume Below NWSE =
90,224
cf
2,07
acre-ft
Total Volume Above NWSE =
199,216
cf
sf
4,57
acre-ft
Total Volume of Facility
289,440
cf
6.64
acre-ft
X-FORMAY PERCENTAGE 0F'PERMANENr.P001-V0LUA4f, —
Per NCDWQ design guidelines, the forebay volume should equal approximately
20% of the total permanent pool volume.
Total Volume Below N = 90,224
cf
Volume of Forebay = 16,159
cf
% Forebay = 17.9%
lilk:'A.VERA.OE.DEPTHIO.F.'PO.ND'
Total Volume Below NW SE ® 90,224
cf
Surface Area at NWSE = 24,236
sf
Average Depth = 3.72
ft

NEW HILL PLACE SWMF#5-WET DETENTION POND B. IHNATOLYA, PE
_I 1000 Surface Area Calculation 1/1912012
From Storrmovoter Best Management Practices Manual, NCDENR: Division of Water Quality, October 2007,
Enter the drainage area characteristics ==>
Total drainage area to pond = 19,07 acres
Total impervious area to pond = 10,70 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on-site development.
Drainage area = .07 acres @ 56.1% impervious
lFstmane the surface area required at pond normal pool elevation —=�>
Wet Detention Basins are based on an minimum average depth of 3.72 feet (Calculate]
From the DWQ BMP Handbook (1012007), the required SAID A ratio for gQ5 TSS,Removal
3,5 3.72 4,0
Lower Boundary => 500 2.8 IS
Site % impervious => 56.1 104 2.89 2.7
Upper Boundary => 60,0 12 2,8
E ....... .. . � ]J]E iiirefore, SA/DA required 2.89
Surface area required at normal pool = 23,969 ft'
0.55 acres
Surface area provided at normal pool = 24,236 it 2

NEW HILL PLACE WATER QUALITY VOLUME CALCULATIONS B. IHNATOLYA, PE
KRG- I 1000 SWMF#5-1"WQVOL 1/19/2012
==;- Derernihiodait of Water Qualdy Voloine 0 " Rali(fall Depth)
Proposed Conditions �—>
WQ v = (P) (R v) (A)II 2
where,
v'= water quality volume in acre-ft)
Rv = 0.05+0.009(1) where I is percent impervious cover
A area in acres
P rainfal I (in inches)
0=
'rotat area, A =
19.07
acres
830,689
sf
Impervious area
10.70
acres
466,092
sf
Pei-cent impervious cover, 1
56,1
%
Rainfall, P
1.0
inches
Calculated valoes;
Rv= O 55
WQv= 0,882 acre-ft
g4I of
==> Associated Depth above Wet Pond Pernianent Pool
Ks
b
V
Normal Pool Elevation
27459
1-00
38418
' )26,00 feet
... . ....... .' . . � x", . . .. ..... . .. ....
WQ Mevation 32736 feet

NEW HILL PLACE WQ VOLUME B. IHNATOLYA, PE
KRG-I 1000
1/19/2012
SIPHON DESIGN
D orifice =
4 inch
If orifices =
I
Ks=
27459
b =
1,094
Cd siphon =
OM
Top of Riser Elevation =
32830 feet
Normal Pool Elevation =
326M feet
wQ volume =
68299 cf
Temporary Pool W. S. Elev. =
32830 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 =
0.767 feet
Orifice composite loss coefficient =
O 600
Cross-sectional area of 0,75" orifice =
M87 sf
Q =
0.3679 cfs

New Hill Place — SWMF #5
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
flow Q in cfs : 28.18 Flow depth (ft) = .ti
slaps Sin % : 1.00 Outlet velocity (fps) 8.97
pipe diameter D in in.: 24
Manning number n : 0.01
A'VG IMAM
STONE
THICKNESS
(inches)
CLASS
(inches)
S
A
9
22 (<
13
B or 1
2
23
2
27
Width Calculation

CBE VOLUME C LCUL RS, PYRAMIDLONG fags 1 of 1
/ I)ME OF PYRAMID WITH INDIVIDLJAI, ID'HiS AND LYNG IIS
Enter all known values in the form belo w and press the "CAt, ' 'I -.AT !'," bli tells
`4 E ,€ I ANN HER Sk its € }E
http://www.abe.msstate.edu/—fto/tools/vol/pyraniidlong,htiul 1/19/2012

NEW HILL PLACE
KRG- I 1000
KMM��
SWMF #5 B. IHNATOLYA, RE
1/19/2012
Sapare Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser = 4.00 feet
Inside width of riser = 4,00 feet
Wall thickness of riser =
Base thickness of riser =
Base length of riser
Base width of riser
Inside height of Riser
Concrete unit weight
OD of barrel exiting manhole
Size of drain pipe (if present)
Number of detention orifices (if present)
Area of detention orifice (if present)
Trash Rack water displacement
Caucrele Present irt Riser Structive ==>
6,00 inches
8,00 inches
5,00 feet
5.00 feet
5,80 feet
142,0 PC F Notc C Producis fists unit m, of
31,50 inches TMITITIo1c, volivroke 0 142 PCT.
8,0 inches
0
0,000 SQ
38,00 CIF
Total amount of co ncrete :
Base of Riser 16.667 CF
Riser Walls = 52.200 CF

Total Water Displaced =
292,120 CF
Total Concrete Present
161.320 CIF
Total Water Displaced
19229 lbs
Total Concrete Present
22907lbs
Actual safetyJuctor
L26 OK
Results of design ==>
Base length =
8.00 feet
Base width =
8.00 feet
Base Thickness =
21.00 inches
CY of concrete total in base =
4.15 CY
Concrete unit weight in added base >=
142 PCF

Permit No.
(to be Premise by VIVO)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION At FORM
WET DETENTION BASIN SUPPLEMENT
This form must be fified out, printed and submitted
The Required items Checklist (Part 111) must be printed, Nest out and submitted along with all of the required information.
Project name
New Hill Place
Contact person
Jeremy Pluck PE
Phone number
919-361-5000
Date
111912012
Drainage area number
SWMF #5 (drains to POA #3)
I'll: 5ER501WFORMATION
Site Characteristics
Drainage area
830,689
Impervious area, post-development
466,092 ft2
% impervious
5611 %
Design rainfall depth
1,0 in
Storage Volume; Nort-SA Waters
Minimum volume required
38,418 ft3
OK
Volume provided
611,299 ft '
OK, volume provided is equal to or in excess of volume required,
Storage Volume: SA Waters
1.5" runoff volume
not applicable
Pre-development 1-yr, 24-hr runoff
to
Post-development I -yr, 24 -hr runoff
If
Minimum volume required
ft'
Volume provided If,
Is there additional volume stored above the state-required temp, pool?
Elevation of the top of the additional vole
325Z6 fmsl Data not needed for calculation option #1, but OK if provided.
320,00 final
319,00 frnsl Data not needed for calculation option #1, but OK if provided,
1.00 ft
Y (Y or N)
328.3 final OK
Form SW401 -Wet Detention Basin-Rev.0-9117M Parts 1 & 11, Design Summ", Page 9 of 2

UF —66—MONINFORMATION
Surface Areas
Vag, temporary pool 31,868 ft'
Area REQUIRED, permanent pool 24,007 ft'
SAIDA rates 2.89 funifless)
Area PROVIDED, permanent pool, Am,,�
Area� bottom of 1 Oft vegetated shelf, AW-wal
Abea� sediment cleanouL too elevation ' 4, in
Volumes
Volume, temporary pool
Volume, permanent pool, Vp,,.,,,,
Permit No,-
(to be provded by DWQ)
0
M2
Insufficient forebay volume,
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
5,50 ft
ft
ft
3 :1
10 :1
1H ft
3 1
2,6 :1
Y _(Y or N)
11 b
N _(Y or N)
Y (Y or N)
Y (Y or N)
8 -inch diameter plug valve
OK, draws down in 2-5 days.
OK
OK
OK
Insufficient flow path to width ratio, Must not shod- circuit pond
OK
OK
OK
OK
OK
OK
Form SW401-Wet Detention i3asin-Rev-8-9117109 Parts I. & 11, design summary, Page 2 of 2

SWMF #6 FINAL DESIGN CALCULATIONS
NEW HILL PLACE
KRG-11000

Ks = 70
1b = 1.101
Average
incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Volume
Contour
Stage
Area
Area
Volume-
Volume
o,/ S-S 1°xn
(feet)
(feet)
(S)
S)
(CF{)
(CF )
3 00
d
{t
1 2
�
F
{,}
{
1
t
13 }i
O
1
332fl
2
46997
60497
1 7
.:. 3n7u . _...._
t
71 d
..... TM
i v
4
_ ; .. . _ _,.....� .., .
3 25
..._33fi}
..( _._u ...n.._$
.5t
13F)
_
7 7
3,1
t .M.
x......n t
1 93
17' .32rt
......� , E r .
w..(�
.._._ _
_ N ..
_ � fl ...... ._._.
Ks = 70
1b = 1.101

NEW HILL PLACE WETPOND B. IHNATOLYA, PE
KRG-I 1000 SWMF#6 1719/2012
Stage - Storage Function
Ks = 28704
b = L101
Zo = 320,00
--fl—evation —Storage
_jy!jt_ lef] [acre-feet]
320.00 OA00
320.20 4880 O� 112
I,.,.-,,,-,--,.,, ... . ............. . .
320,40 10467 0240
........ ......... . ....... .......
320.66­ 16356 0,375
.....
32_0.80 -'-224-5-1--0 5-1-5 . .
321.00
.. . . . ................. .. 11-1.1-35085 .. €... - ....... .
321.20 OM5
321.40 41575 0.954
- - — -------- - -- --------
321.60 48159 1.106
­­11­111.111­11­1111111 11 ...... . . .... .............. . vw
321 M 54827 1259
322,00 6 1
322.20 68383 1.570
111- 11,11,11".111.111- ... ...... ..........._...n... .... . . .
322.40 75258 1 728
. . .............. ..
322 6
.0 Ei
............... . ..... . ........ ........ ..
32180 89179 1-047
. . . ......... ..... .. .... ....
32100 9if .209
323.20 1 303 2.372
.
. ............
32140 110433 2.535
32160 117607 2.700
.. ..
.... .. ........ . . .......... . ... ­ ......... .........
32180 124820 2.865
324.00 132072 J 3,032
32-4,20, "-l'T§361 3,_199__
­11,11,11-1 . .. . ......... - ........ .. .. ................ . . . . ....
324.40 146684 3367
... . . .... .
324 .60
........ . ... 154042 3.536
324.80 161432 3 706
. .... ..... ... ..... .. .
___325M_ 16 �.S7 6
325.20
"I ......... . .. . ..........
325,40 3 183784 4219
-1 ..
...... ................ . . ............ . .....
325 60 197292 ...... 1
. ... _
198828 4.564
m w_ ................ . ....... .......... .
326DO 6389
0 4.7 38
. . . . ... . ........ 2 -- — --- ----- - --------- 111,11-1-1111,11,

Requested Pond Water Surface Elevations
Minimum (Headwater) NO= ft
Increment (Headwater) 0 50 ft
Maximum (Headwater) 326= it
Outlet Connectivily
Structure Type Outlet ID Direction Outfall
El
(ft)
Inlet Box
Riser - I
Forward Culvert - 1
323 00
Orifice-Circular
Orifice - I
Forward Culvert - 1
32�:00
0
Culvert-Circular
Culvert - I
Forward 'TW
316,50
Tallwater Settings
Tallwater
(N/A)l
Bentley Systems, Inc, Haestad Methods Sotution Bentley PondPack V&
KRG1I0Kppc Center [0a.1 1,01,51]
111012012 27 Siemon Company Drive Suite 200 W Page 20 of 42
Watertown, CT 05795 USA [phone]

Subsection: Outlet Input Data
Label: SWMF#6
Number of Openings
I
Elevation
32100 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16X0 It
Weir Coefficient
100 {ft- )/s
K Reverse
1.000
Manning's It
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Bentley Systems, Inc, Haestad Methods Solution Bentley Pond Pack V6 i
KRG,11000ppc Center (08,11 .01.51)
1 /1 Of2012 27 Siemon Company Drive Suite 200 W Page 21 of 42
Watertown, CT 06795 USA +1 - -203- 755 -.1666

Structure ID: Culvert - 1
Structure Type: Culvert-Circular
Number of Barrels
I
Diameter
24.0 in
Length
55.00 ft
Length (Computed Barrel)
55,00 ft
Slope (Computed)
17.09 ft/ft
Outlet Control Data
Manning's n
U13
Ke
0 500
Kb
U12
Kr
0.500
Convergence Tolerance
U0 ft
Inlet Control Data
Equation Form
Form I
K
U098
M
2.0000
C
O0398
y
0,6700
TI ratio (HW/D)
1.155
T2 ratio (HW/D)
1.302
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 TI & T2_
T1 Elevation 318.81 It T1 Flow 15.55 ft3/S
T2 Elevation 319.10 ft T2 Flow 17:77 W/s
�WWLXWA

Subsection: Outlet Input Data
Label: SWMF#6
Structure I: Orifice - 1
Structure Type: Orifice-Circular
Number of Openings
1
Elevarlon
320,00 ft
Orifice Diameter
4.0 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
0:01 ft
(Minimum)
Tallwater Tolerance
0150 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 V/S
Bentley Systems, Inc, Haestad Methods Solution Bentley PondPack V81
KRG11000,ppc Center [08,11.01,511
1119/2012 27 Siemon Company Drive Suite 200 W Page 23 of 42
Watertown, CT 05795 USA [phone]

Subsection: Composite Rating utv
Label; SWMF#6
•
am
Water Surface
Flow
T-atlweter Elevation
Convergence Error
Elevation
(ft3 /)
()
320:00
0.00
(N /A)
0100
321.50
0.24
(N /A)
0.00
321:00
030
(N /A)
0100
321..50
0.40
(N /A)
0.00
322:00
0.57
( /A)
0.00
32150
0.64
(N /A)
0100
323.00
11:71
(N /A)
{3.1}0
323.50
17.73
(N /A)_
0.00,
324.00
39.11
(N /A)
0100
324:50
40.67
(N /A)
0100
325.00
42.16
(N /A)
0100
325.50
4161
(N /A)
0.00
326300
45.01
(N/A
0.00
Contr[butln0 Structure
Bentley Systems, Inc Haestad Methods Solution Bentley Pond Pack v6
KRGI I000�ppc Center [06,11.01.51]
111912012 27 Bremen Company Drive Suite 200 W Page 24 of 4
Watertown, c7 06795 U +1- 203 - 705 -1666

Bentley Systems, inc Hassled Methods Solution Bentley PondPack VS
KRGII 1000,ppc Center [08,11,01,511
1/1912012 27 demon Company Drive Suite 200 W Page 26 of 42
Watertown, CT 06795 USA [phone]

Number of Openings
I
Elevation
32100 It
Orifice Area
16,0 ft2
Orifice Coefficient
OkOO
Weir Length
16.00 ft
Weir Coefficient
100 (ftA0.5)/S
K Reverse
11000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
%Rills Leila
Number of Barrels
1
Diameter
24.0 in
Length
55.00 ft
Length (Computed Barrel)
55;00 it
Slope (Computed)
0.009 ft/ft
Outlet Control Data
Manning's n
U13
Ke
11.500
Kb
0.012
Kr
O;500
Convergence Tolerance
OX0 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
10000
C
U398
Y
0,6700
T1 ratio (HW/D)
1.156
T2 ratio (HW/D)
1302
Slope Correction Factor
-0x500
Bentley Systems, Ins. Haestad Methods Solution
KRG1 1000,ppc Center
111912012 27 Siemon Company Drive Suite 200 W
Watertown, CT 116795 USA [phone]

Subsection. Outfit Input Data Return Event: 100 years
Label: ' WMF,# °W Storm Event: 100 -Yeats
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8I
KRG11000p ao Center [08' 11'01 �51j
1/19 /2012 27 Slemon Company Drive Suite 200 W Page 27 of 42
Watertown, Gi 06796 U [phone]

Structure ID: TW
Structure Type: TW Setup, DS Channel
Tall water Type
Free Outfalf
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0. 01 ft
(Minimum)
Tailwater Tolerance
0.50 It
(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
Bentley Systems, Inc, Haestad Methods Solution Bentley PondPack V8i
KRG11000,ppc Center [08.11,01. 11
1/1912012 27 Slemon Company Drive Suite 200 W Page 28 of 42
Watertown, CT 06796 USA [phone]

Water Surface
Flow
Tallwat r Elevation
Elevation
(tt3/S )
(ft)
(ft)
320.00
0100
(N /A)
320.50
0.00
(N /A)
321.00
0.00
(N /A)
321.50
0.00
(N /A)
322.00
0100
(N /A)
322.50
0.00
(N /A)
323.00
OM
( /A)
323.50
16.98
(N /A)
3214,00
39,11
(N /A)
3A50
40,67
(N /A)
325.00 -
4116
(N /A)
325,50
43.61
(N /A)
326.00
45.01
(N /A)
� r
it'll
Bentley Systems, Inc. Hassled Methods solution Bentley PondPack V8i
KR 110a9.ppc center (08,11 .01 .511
1/1912012 27 Siemon Company Drive Suite 200 W Pape 29 of d
Watertown, CT 06795 USA [phone]

3220{ 2.00 3,433 31332 46997 60197 1,97
........�,�v. ..» ..............:.. x.. �»......... �x....a»......... x ,............�«vv........,.u.__ .m w.®...... ..... »..._.....mw..........,.®_ _..®� ._____ ............®. ®® ... _ ... ®..... _.�. ®.._�..m ®,.m
324M 4,00 37,251 35370 70739 131236 3.98
326.00 6.00 41,172 39212 78423 209659 6.09
Storage vs. Stage
28704
b 1.103.

NEW HILL PLACE
" # 'I DETENTION POND
B, IHNATOLY , Ply
KRG -11000
Below NWSE
- Alai n Pool
1/19/2012
i STORAGE FUNCUON - MAIN POOL
Average`
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
-.w
(SF)
(CF)
(CF)
(feet)
m
314M
0.06
®� 5,714
...........
316.00
2.09
9,122
7418
14836
14836
2 Cif
- _.
318.9 ?
-- .._..®
4.00
, .
12,666
W ......n.....
10894
..n
1788
36624
.....___ —.._— __..__
3.92 . ,.....,..
..n .._ -- .__
— —
3M50
5,50
.....mm.:
15,441
.......
14053
21680
57704
5 49
3211.{10
6.00
19,1.38
17289
8645
66348
6 09
Storage v. Stage
i0.ry = 574
= 1.355

NEW HILL PLACE SWMF#6-WET DETENTION POND B. IHNA°TOLYA, '1
KRG- Below NWSE - F rebay 1/19/2012
Storage . Stage
1{s = 1164
1..491.
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
/ S °S Fxn
(feet)
(feet)
(5F)
(SF)
(CF)
(C)
(feet)
314 00
00
1,173
_ .... m
................... ...
316.00. a.
200
2,146
1660 .m..:.
., 3319
3319
......... 1111._... ..n—
2 02
.. ... ----
.... ...n
4..00
3,388
2® 767
5534
vv 190 .... ....._m:
_.._y3 3.® 189M .
50
v
x5-50
4,w 4 76
3-2- _ m.... .
_ .....
95
13487553 1
xn.Mr
320.{70
_1111.®
6.00
5,552
5057
2533
17234
611
Storage . Stage
1{s = 1164
1..491.

NEW HILL PLACE
` 6- E+ DETENTION POND 13, IHNATOLYA, P
RG- I 1 000
Summary 1/19/2012
Volume of Plain Pool =
66,348
cf
Volume of Forebay =
17,284
cf
Total Volume Below NWSE =
53,632
cf
1.92
acre -ft
Total Volume Above NWSE =
209,659
cf
4.81
acre-ft
Total Volume of Facility -
293,292
c
6.73
acre-ft
.4., F6kt�Ay.�EOckt4rAdt.:O'F:'P''ERMA'NENrPOOL-.VOLUME
Per NCD WQ design guidelines, the forebay volume
should equal approximately
20% of the total permanent pool volume.
Total Volume Below NWSE =
63,632
cf
Volume of Forebay =
17,234
cf
Forebay =
203%
111;AVERA.GEDEPTH OF POND
Total Volume Below NWSE =
53,632
cf
Surface Area at NWSE =
24,825-
sf
Average Depth =
3.37
ft

NEW HILL PLACE SWMF#6-WET DETENTION POND
KRG- 11000 Surface Area Calculation
B. IHNATOLYA, PE
1/19/2012
From Styr cater Best Management Practices Manual. NCDENR: Division of Water Quality, October 2007.
Enter the drainage area characteristics =-->
Total drainage area to pond m 1658 acres
Total impervious area to pond = 9.74 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, neat just the impervious
surface from on-site development.
Drainage area 16.58 acres @ 58.7% impervious
Estimate the surface area required at pond normal pool elevation --=>
Wet Detention Basins are based on an minimum average depth of 3137 feet (Calculated)

Proposed Conditions ==>
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(l) where I is percent impervious cover
A area in acres
P rainfall (in inches)
Total area, A =
16.58
acres
=
722,225
sf
Impervious area
9.74
acres
424,274
sf
Percent impervious
cover, I
5M
%
Rainfall, P
1.0
inches
Calculated values:
Rv
058
Wt —
0,800
acre-ft
=1
34,830
Associated Depth above Wet and Perinauent Pool
Ks=
28704
b =
1,101
V =
34830
Normal Pool Elevation =
320,00
feet
JVQ Elevation
321.19
feet
... . .. . .

D orifice =
4 inch
# orifices =
I
Ks=
28704
b =
1.101
Cd siphon =
OM
Top of Riser Elevation =
323,00 feet
Normal Pool Elevation =
320M feet
VJQ Volume'-
96217 cf
Temporary Pool W.S. Elev. =
323,00 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 =
0.087 sf
Q=
0.4202 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
L� Drawdown Time =
2.65 day
Use 194,6'" Diameter PVC inverted siphon to drawdown the accumulate
from the 1" storm runoff, with a required time of about 2.65 days.
B. IHNATOLYA, JPE-
1/19/2012

New Hill Place — SWMF #6
Project# KRG-I 1000
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
MR— IS I
ARCD Land Qual4 Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 15:08 Flow depth III) = 124
slope S in %: O.90 Outlet velocity (fps) = 7399
pipe diameter D in in.: 24
Mann in number n : U 13
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft)
100
Outlet velocity (fps) 7.40
Apron length (ft )
12.00
AVG DIAM STONE
THICKNESS
(inches) CLASS
--------
(inches)
-----
3 A
---------
9
6 B
22 o
13 B or 1
22
23 2
27
Width Calculation
WIDTH = La + Do
WIDTH 12.00 + 2.00
WIDTH 14.0 FEET
CONCLUSION
Use 8" DIA NCDOT Class 'B' Rip Rap
121L x 14'W x 22" Thick

ABE VOLUME CALCULATORS, PYRAMIDLONG Page I of I
i I v
CALCULATE', VOLUME OF PYRAMID WITH INDIVIDUAL WIDT14SAND LENGTHS
Enterall known valu", in thelbrin beloNvand press the "(".AL(".'U1,ATL" button.
Ar
LsALULATUC]
SFIj-'('TA',N()'I I I FR Sl
Go to L;nil (Amlvcr-.ion Pal�lc
http://www.abe.msstate,edu/—fto/tools/vol/pyramidlong.html 1/19/2012

NEW HILL PLACE SWMF 06 B. IHNATOLYA, PE
KRG-11000 1/19/2012
aggare Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) =
Number of detention orifices (if present) =
Area of detention orifice (if present) =
Trash Rack water displacement =
Concrete Present in River Structure ==>
Total amount of concrete:
4M feet
4,00 feet
6.00 inches
8,00 inches
5.00 feet
5M feet
6.50 feet
1410 PC IF Note., N(,: Prokiucts lists uaii %vt. of
3150 inches tmvihote co rote at 142 11CF,
&0 inches
0
0,000 SQF'r
3&00 CF

NEW HILL PLACE SWMF #6 B. IHNATOLYA, PE
KRG-11000 1/19/2012
Calculate amount of concrete to be added to fiver ==>
Safety factor to use = 1,25 (recornincrid 1.25 or higher)
Must add = 6450 lbs concrete for buoyancy
Concrete unit weight for use = 142 CF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 63,68 PCF
Length 8.000 feet
Width mm 8.000 feet
Thickness = 23.0 inches
Concrete Present 122.667 CF
Check validity of base as designed � =>
Total Water Displaced =
Total Concrete Present �
Total Water Displaced
"Natal Concrete Present
Actual safetyJacuor
Results of design ==>
M
RM
19986 lbs
25317 lbs
M
M
Base length =
8.00 feet
Base width
8.00 feet
Base Thickness =
23.00 inches
CY of concrete total in base '=
434 CY
Concrete unit weight in added base >=
142 PCF

Permit No,
(to be Provided by DWQ)
K _KS
111912012
WDE14R
SW #6 (drains to POA #3)
JiL FE—SIFN IWORMATION
TOR WATER MANAGEMENT PERMIT APPLICATION FORM
Site Characteristics
401 CERTIFICATION APPLICATION FORM
Drainage area
WET DETENTION BASIN SUPPLEMENT
Impervious area, post-development
This form must be filled out, printed and submitted
% impervious
The Required items Checkfist (Part 111) must be printed, filled out and submitted a" with all of the required information,
E
0
I A
IN 776;,
IN
Date
111912012
Drainage area number
SW #6 (drains to POA #3)
JiL FE—SIFN IWORMATION
Site Characteristics
Drainage area
722,225 to
Impervious area, post-development
424,274 fC
% impervious
58,75 %
Design rainfall depth
1,0 in
Storage Volume: Non•SA Waters
Minimum volume required
34,830 e OK
Volume provided
96,217 ft'
OK, volume provided is equal to or in excess of volume required.
Storage Volume; SA Waters
1,5' runoff volume
Pre-development 1 -yr, 24-hr runoff
Post-development 1 -yr, 24-hr runoff
Minimum volume required
not applicable it
0
ft
a
Is there additional volume stored above the state-required temp, pool?
Elevation of the top of the additional volume
Form SW401-Wet Detention Bashi-Reve-9/17109 Parts i. & 11, Design Summary, Page 3 of 2

Permit No.
(to be ,prow ded by O QJ
96,217 t#' OK
83,632 ft?
17,284 it'
211;7% % OK
90%
N (Y or N)
Y (Y or N)
3,22 (unitless)
5,50 it
—it
it
Storage volume drawdown time
3 ':1
o:1
1tt,3 ft
2 i1
Y (Y or fit)
1.1 it
N (Y or N)
Y (Y or N)
Y (Y or N)
8-inch diameter plug valve
K
K
OK
Insufficient flow path to width ratio. Must not short- circuit pond
OK
OK
OK
O
OK
OK
Form SW401 -Wet detention Basin-Rev ,8-9117/09 Paris i. $ IL Design Summary, Page 2 of 2

SWMF #8 FINAL DESIGN CALCULATIONS
i}
j��� 4

NEW f llf,L PLACE
t e -Story
Project Name:
Designer:
Job Number:
Date.
WETPOND
r un #it
New Hill Place
B. I1tmtolya3 P1:
KR -11 000
111912012
B. IHNATOLYA, PIS
1119121)1
LL Ks = 14146
b= L12
Average
Incremcm l
Accumulated
1..stimated
Contour
Contour
Contour
Contour
Volume
Contour
Stage
Area
Area
Volume
Volume
Nv/ S-S, Fxn
(feet)
(feet)
(SP)
(SP)
(CF)
(Cl)
(CZ")
352,09
t1 i1
12 1188
352 50
i tl 5
r
14,362
fifil3 nnn#
-------- 613
�..�.� ._.....
351 1111
10 1
16 541
x. _..13225
1 1545"
....
1 23177._.._. t
29' 9I1.......
Vin. 1; x...
35u tI
4 f1
19645
�
__..
36186 ...._..�
65976
N ...
3
35 1111
n .m.mm
fa 0 a.,_..1v_.
..............
22 975 _ 2131tiM,.x
.1 ...
� __ 426X1 ....
_ 10 59fi .._
_ 6.17._......
LL Ks = 14146
b= L12

352,80
11018
0 253
353.00
1 146
0.325
353.20
17351
0.398
35140
20620
OA 73
19
B. I1- N TOLYAa PE
1119/2012

Requested Pond Water Surface Elevations
Minimum (Headwater) 35100 ft
Increment (Headwater) 0,20 ft
Maximum (Headwater) 35&00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall
El
E2
(ft)
(ft)
Inlet Box Riser - 1
Forward Culvert - 1
355.00
358.00
orifice- Circular Orifice - 1
Forward Culvert - 1
I
35100
353.00
Culvert - Circular Culvert -- 1
Er and TW
346350
355.00
Tallwater Settintls Tilwter
(H1)
(NIA)
Bentley Systems, Inc. H oestad Methods Solution
KRG11000,ppc Center
111912012 27 Bremen Company Drive Suite 200 W
Watertown, CT 06795 USA +1- .203 - 755 -1666
Bentley PondPaek V8i
10&11,01,511
Page 30 of 42

Number of Openings
I
Elevation
355.00 ft
Orifice Area
16.0 fi:2
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
KR G 11000, ppc Center
1119/2012 27 Slemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
(08,11,01,511
Page 31 of 42

Subsectiow Outlet input Data
Label: SWMF#8
Structure ID: Culvert -I
Structure Type: Culvert-Circular
Number of Barrels
1
Diameter
24.0 in
Length
75:00 It
Length (Computed Barrel)
75,00 ft
Slope (Computed)
0.007 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
O:500
Kb
0.012
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form I
K
0.0098
M
2.00,00
C
0.0398
Y
O�6700
Ti ratio (HW/D)
1A57
T2 ratio (HW/D)
1.303
Slope Correction Factor
-0.500
Use unsubmerged inlet control 0 equation below TI
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 15855 ft3jS
T2 Elevation 349.11 ft T2 Flow 17,77 ft3/s
Bentley Systems, Inc. Haestad Methods Solution Bentley PohdPack V8i
KRG11000.ppc Center [08,11,01.51]
111912012 27 Siemon Company Drive Suite 200 W Page 32 of 42
Watertown, CT 06705 USA [phone]

Subsection: Cutlet Input Data
Label: SWMF
Structure ID: Orifice
Structure Type: Orifice - Circular
Number of Openings
1
Elevation
35100 ft
{orifice Diameter
2:5 In
Orifice Coefficient
okoo
Structure lid:- TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Free Outf ll
Convergence Tolerance
Maximum Iterations
3
Tallw ter Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3 /S
Flew Tolerance (Maximum)
101000 ft3 /S
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack Val
KRG11040.ppc Center [0I1.11,01.51]
1/19/2012 27 Siemon Company Drive Suite 200 w Page 33 of 42
Watertown, CT 08795 u #1- 203 -755 -1656

Tailwater Elevation Convergence Error
() (ft)
35100
0100
(N /A)
OM
35120
0,05
(N /A)
0.U1
352,40 -,
049
(N /A)
UtUO
35160
0.12
(N /A)
0.00
352.60',
.14
(N /A)
0.U0
353:00
OA6
(N /A)
0.00
353.20
O. 17
(N /A)
0.00
35140
0.19
(N /A)
0.00
353.60
0.20
(N /A;)
0.00
353:00
VI
(N /A)
0.00
354.00
0.23
(N /A)
0,UO
35410
Ua2
(N /A)
0.00
35440
0.25
(N /A)
U.UO
354.60
0.26
(3 /A)
0.UO
354.60
017
(N /A)
U.UO
355:110
0.26
(N /A)
U.U1
355.20
4,58
(N /A)
0.00
355.40
12.44
(N /A)
0.00
355.60
22.61
(N /A)
040
355.00
34.62
(N /A)
0.00
356;00
45.00
(N /A)
0.00
356 10
45,55
(N /A)
U.UO
356.40
46.00
(N /A)
U.UO
356.60
46.63
(N /A)
0.UO
356.50
47.15
(N /A)
O. UO
357.00
47.68
(N /A)
0.00
357.20
4&20
(N /A)
0.00
357.40
4 .71
(N /A)
0.00
357.60
49.22
(N /A)
0,00'
357:60
49.72
(N /A)
0.00
350.00
50.21
(N /A)
fl.UO
Contributing Structures

Bentley Systems, Inc, Haestad Methods Solution Bentley Pond Pack V81
KRG11000,ppc Center [08,11,01,511
111x=12 27 Siemen Company Drive Suite 200 IN Page 35 of 42
Watertown, CT 067 95 USA [phone]

Subsection. Outlet Input Data Return Event: 100 years
Label: ME ®W Storm Event: 100 -rear
Bentley Systems Inc: Hee tad Methods Solution Bentley PendPecic V8i
KRG11000� pp Center [08,11 .01 .511
111612012 27 Sietnen Company Drive Suite 200 W Page 36 of 42
Watertown, C7 06795 USIA +1 - 203 - 755 -1666

Subsection: Outlet Input Data Return Event: 100 years
Label: IMF -W Storm Event: 100-Year
Number of Openings
I
Elevation
355,00 It
Orifice Area
16.0 ft2
Orifice Coefficient
O.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
0X00
Weir Submergence
False
Orifice H to crest
False
Number of Barrels
I
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
U12
Kr
0.500
Convergence Tolerance
U0 ft
Inlet Control Data
Equation Form
Form I
K
0.0098
M
2.0000
C
0.0398
Y
0,6700
T1 ratio (H /13)
IA 57
T2 ratio (HW/D)
1303
Slope Correction Factor
-0,500
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V64
KRG1 I 0GQ.ppc Center [08.11mi 511
1/1 9=12 27 Siemen Company DrIve Suits 200 W Page 37 of 42
Watertown, CT D6795 USA [phone]

Subsection: Outlet Input Data Return Event: 100 years
Label: SWMF#8-WC Storm Event: 100-Year
Bentley Systems, Inc, Haestad Methods Solution Bentley PondPack V81
KRGI1000[ ppo Center [08'11.01.51)
111912012 27 Slem on Company Drive Suite 200 W Page 38 of 42
Watertown, CT 06795 USA +1.203-7-55-1666

Subsection: Outlet Input Data Return Event: 100 years
Label: SWMF#8-WC SWINE -WC Storm Event: 100 -Year
Structure ID TVA}
Structure Type: TW Setup, DS Channel
Tailweter Type
Free Outf ll
Convergence Tolerance
Maximum iterations
30
Tailweter Tolerance
Oki ft
(Minimum)
TailwaterTolerance
0150 ft
(Maximum)
Headwater Tolerance
Oki ft
(Minimum)
Headwater Tolerance
050 ft
(Maximum)
Flow Tolerance (Minimum)
0,001 ft3JS
Flow Tolerance (Maximum)
10.000 ft3jS
Bentley Systems, Inc, Hassled Methods Solution Bentley PoridPack Val
KKG11000, ppc Center [08:11,01.51 ]
111912012 27 Siernon Company Drive Suite 200 W Page 39 of 42
Watertown, CT 06705 USA [phone]

Tailwater Elevation Convergence Error
(ft) (ft)
(ft)
352M
0.00
(N/A)
0.00
35220
0.00
(N/A)
0.00
352,40
0.00
(N/A)
O.OG
352,60
0,00
(N/A)
OX0
35180
UO
(N/A)
0.00
35100
0.00
(N/A)
0.00
35120
0.00
(N/A)
Oko
35140
0.00
(N/A)
Oko
35160
0.00
(N/A)
0.00
353380
0.00
(N/A)
Oko
354.00
0.00
(N/A)
Oki)
354.20
0.00
(N/A)
OM
354A0
UO
(N/A)
UO
354.60
040
(N/A)
UO
354380
Oko
(N/A)
UO
355.00
UO
(N/A)
0X0
355.20
4.29
(N/A)
0.00
355.40
12.14
(N/A)
0.00
355M
22.30
(N/A)
0.00
355.80
34.34
(NIA)
UO
356,00
45.00
(N/A)
UO
356.20
45.55
(N/A)
0.00
356.40
46.0
(N/A)
0.00
356.60
46.63
(N/A)
UO
3566
47A5
(N/A)
OM
357M
47M
(N/A)
0,00
357,20
48,20
(N/A)
0.00
357A0
48.71
(N/A)
0.00
357M
49.22
(N/A)
OM
357M
49.72
(N/A)
OM
350.00 ,
50.21
(N/A)
U0
Contributing Structures
(no Riser ® 1,Culvert - 1)
(no Riser ® 1,Cutvert - 1)
(no Riser ® 1,Culvert - 1)
(no Riser ® 1,Culvert - 1)
(no 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)
Bentley Systems, Inc,
Haestad Methods Solution
KRG1100O.ppc
Center
111912012
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]

Bentley Systems, Inc. Haestad Methods solution Bentley PondPack V8i-
KRGI I000.ppc enter [08, 11.01 .51 ]
1/19/2012 27 Siemdn Company Drive Suite 200 W Page 41 of 42
Watertown, CT 0679,5 USA +1- 203 -755 =1666

NEW HILL PLACE SWMF#8-WET DETENTION POND
KRG- I 1000 Above JVWSE
MMMIMMIM412HIM MMAATJ
B. IHNATOLYA, PE
1/19/2012
KS= 141J46
12
b 1.12
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
352,00
. . ............. ..........
OM
. . ..... -- . . .....
12,089
........... . .
352.511
O.50
14,362
13226
6613 .............
. ..... 6613
M1
. . . ....... ......... —
354.00
100
16,541
15452
................
23177
........... . .. .
29790
1 94
4.00
19,645
18093
36186
65976
3.95
KS= 141J46
12
b 1.12

NEW HILL PLACE SWMF#8-WET DETENTION POND
KRG-1100 Below AWSE - Main Pool
B. 11-INATOLYA, PE
1/19/2012
35000
30000
25000
20000
ff 15000
11
14
10000
6000
0
- ----- - --- - ----------
OM 2,00 4.00 6,00 6,00
Stage (feet)
K-5 = 8
1
98
b = 26215
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
34550
0.00
2,224
. ... ..................
11--11-11,11, ............... . . .....
346,00
............. . ...... . .. .................
O.So
.
2,530
— - ---------
2377
1189
............
1189
.................. 11.1- .......... . . ........
M2
------ . . . ... ...v...__...
348M
2.50
3,871
3201
6401
7590
129
. ....... .....
350,00
4.50
5,505
4688
9376
16966
. . . . ............... . .....®
435
. . . . ........... .... .
—6,00-
—6,901
-6203 - --- . . ......... . .. . .......
. . ................. 9305
.
26270
6J8
�52,56­ .. ........
... 6.v50
8,807
7854
3927
30197
6.90
Storage vs. Stage
35000
30000
25000
20000
ff 15000
11
14
10000
6000
0
- ----- - --- - ----------
OM 2,00 4.00 6,00 6,00
Stage (feet)
K-5 = 8
1
98
b = 26215

NEW DILL PLACE F - I B. TLINATOLYA, PE
K5 2 7a
b 1.868
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
wf 5 -5 Fxn
(feet)
(feet)
(5F)
(5F) m.�.
(CF)
(CF)
(feet)
346x00
0.00
231
348.6{
100
774
503
1005
... ®. _.__ ®. ®m
1005
...... n __._.. w ._
2.02
_... , ........ a.
-1111.11111111111.111111111-
350M
M n
"4.00
M:. .......
1648
1211
-_ ,...v.. -- --
_
2427
- -___ . ._......
3427
_ .... _ ... ...
3.90
.......... ._.. ................ ... .....
..._.... ..
35L50
5 5
2,463
2056
3083
6510
5.49
352.0
_._ _.®
6 O
3,282
2tT73
1436
7 47
5x11
K5 2 7a
b 1.868

NEW DILL PLACE #8- 4 T DETENTION POND
KRG-11000 Summary
Volume of Main Pool =
39,197
cf
Volume of Forebay =
7,947
cf
Total Volume Below NWSE =
35,144
cf
O
acre-ft
Total Volume Above NWSE =
198,596
cf
2.49
acre -ft
Total Volume of Facility
146,749
cf
-
137
acre -ft
. ,
Per N DWQ design guidelines, the forebay
volume .should equal approximately
20 of the total permanent pool volume:
Total Volume Below NWSE z
38,144
cf
Volume of Forebay =
7,947
of
Forebay =
20 8%
Total Volume Below NWSE =>
38,144-
cf
Surface Area at NWSE ^
12,089
sf
Average Depth ®
3.16
It
B. IHNATOLYA, P
1/19/2912

NEW HILL PLACE
KRG-I 1000
SWMF#8-WET DETENTION POND B. IHNATOLYA, PE
Surface Area Calculation 1/19/2012
Note The bosh must be sized to treat all impervious surface runoff draining into the pond, rant jest the impervious
surface from on-site development.
Drainage area 9.99 acres @ 41.0% it
Estimate the surface area required at pond normal pool elevation --=>
Wet Detention Basins are based on an minimum average depth of 116 feet (Calculated)
3.O
3.16
15
Lower Boundary => 40 O 2�5
23
Site % impervious => 41.G 2.55
2.49
2.4
Upper Boundary => SOX 3.0
2.8
Therefore, SA/DA required =
=249=
Surface area required at normal pool =
10,827
ft2
0.25
acres
Surface area provided at normal pool =
12,088
ft2

NEW HILL, PLACE WATER QUALITY VOLUME CALCULATIONS B. IHNATOLYA, PE
KRG- 11000 SWMF#8-1"WQVOL 1119/2012
==> Determination of Water Quality Volume (111 fialrifall Dept it)
Proposed Conditions �>
where,
WQv = water quality volume (in acre-ft )
Rv --- 0.05+0.009(l) where I is percent impervious cover
A area in acres
P = rainfall (in inches)
Total area, A -
9.99
acres
=
435,164
sf
Impervious area -
4.10
acres
=
178,596
sf
Percent impervious cover, I =
41,0
%
Rainfall, P =
1.0
inches
Calculated values:
RV = 0,42
WQv � 0,349 acre-ft
=1 15,16 cf: - ---- I
�> Associated Depth above Wet Pond Fernian en( Pool
Ks
b
V
Normal Pool Elevation
WQ Elevation
14146
1,12
15208
3 2.00> feet
w. . .... .. .... .. ..... ... . .
3533.07 feet

WQ VOLUME B. IffNATOLYA, PE
1/19/2012
D orifice =
15 inch
# orifices =
I
Ks =
14146
b =
1.12
Cd siphon =
MO
Top of Riser Elevation =
355,00 feet
Normal Pool Elevation =
352,00 feet
WQVolume=
48418 cf
Temporary Pool W. S, Elev, =
355M 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 / Flo rate / 86400 (sec/day)
Drawdown Time
3.41 da
conclusion Use I - 2.5" Diameter PVC inverted siphon to drawdown the accumulated volume
from the V storm runoff, with a required time of about
3.41 days.

flow Q in efs: 7.31 Flow depth (11) = U6
slope S in %: 030 Outlet velocity (fps) 5,638
pipe diameter D in n.: 24
Manning number n - O O13
NRCD Land Quality Section
NYWO T Dissipator Design Results
Pipe diameter (ft) 2.00
Outlet velocity (fps) 5.64
Apron length (ft ) 12.00
CONCLUSION
Use 81' DIA NCDOT Class 'BI Rip Rap
121L x 14'W x 22" Thick

ABE VOLUME CALCULATORS, PYRAMIDLONG Page I of I
CAL(JJLATE VOL1,11"ME OF PYRAMID WITH INDIVIDUALNVIDTHS AND 11:NGTHS
F,'.nter all known v-alucs in the form below and press the button.
. .. .. .... . .........
. . ... ......
. . . .. . ...... .. ... . . .. . ..... ..
. ..... .. ..... ... . . . ......... . ........... . .. .... . ........ . ..... . ... ... ..... ......... ......
200�
M No
11-I'lle W-IMM' thdtl VOLI 11CMI Coll); for other
CALCULATE JL�ESET
"I'LAX"T
..... . ......... ...................... ......
http://www,abe.msstate.edu/—fto/tools/vol/Pyramidlong.html
38
38
1/19/2012

NEW HILL PLACE SWMF #8 B. IHNATOLYA, PE
KRG- 1 1000 1119/2012
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) =
Number of detention orifices (if present) =
Area of detention orifice (if present) =
Trash Rack water displacement =
Concrete Present in Riser Structure ==>
Total amount OfConcrete..
4,00 feet
4M feet
6,00 inches
Up inches
5,00 feet
5M feet
8,50 feet
142.0 pCF Nofv, NC, Prodnis bsts uno ivi, of
31.50 inches runhole concrete M 142 K17,
8.0 inches
0
OMO SQFT
3&00 CIF
Amount of tvater displaced by Riser Structure ==>

NEW HILL PLACE SWMF #8
KRG- I 1000
Calculate amount of concrete to be added to riser
B.1 ATOLYA, PE
1/19/2012
Therefore, base design
Calculate size of basefor riser assembly ==>
Length -
Width =
Thickness —
Concrete Present =
Check valiffity of base as designed ==>
irust have = 139.055 CIF of concrete
8,000 feet
&000 feet
27.0 inches
144MO CIF OK
Total Water Displaced =
391.620 CIF
Total Concrete Present =
217.620 Cl~
Total Water Displaced =
24437 lbs
Total Concrete Present—
30902 lbs
Actual sqfetyjactor =
1.26 C1
Results of design ==>
Base length =
SAO feet
use width =
8.00 feet
use Thickness =
27.00 inches
CY of concrete total in base =
5.33 ICY
Concrete unit weight in added base >--
142 PCF

Permit No.
(to be provided by DVVQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, summit and submitted,
Tire Required items Checklist (Part 111) must be printed, filed out and submitted along with sit of the required information,
Project name
New Hill Place
Contest person
not appllcable trial
Jeremy Finch, PE
Phone number
919-361-5000
Date
345.50 finial
111912012
Drainage area number
Data not needed for calculation option #1, but OK if provided.
SWMF #8 (drains to POA 41)
N_.DE$5GN -INFORMATION
Y (Y or N)
Site Characteristics
OK
Drainage area
435,164 g2
Impervious area, post-development
178,596 fe
% impervious
41.04 %
Design rainfall depth
1,0 in
Storage Volume: Non-SA Waters
Minimum volume required
15,208 to
OK
Volume provided
48,418 its
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5r runoff volume
Pre-devalopment 1 -yr, 24-hr runoff
Post-development 1 -yr, 24-hr runoff
Minimum volume required
MMES=
not ap2licable ft3
it 3
ft ,
fe
a
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
355.00 final
352,00 11tral
not appllcable trial
352.60 mild
351 1
Data not needed for calculation option #11, but OK if provided.
345.50 finial
3400 trial
Data not needed for calculation option #1, but OK if provided.
1,00 If
Y (Y or N)
355,0 frnsl
OK
Form SW401 -Wet Detention Basin-Rev,8­9117109 Paris L & it. Design Summary, Page I of 2

Permit No,
(to be_ provided by DWQ)
Area, temporary pool
Area REQUIRED, permanent pool
SA/DA ratio
Area PROVIDED, permanent pool, Apwln-Kd
Area, bottom of 10ft vegetated shelf, A. ,
Area, sediment cleariout, top elevation (bottom of pond), Ab,_pd
Volumes
Volume, temporary pool
Volume, permanent pool, Vpesd
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAJDA Table Data
Design TSS removal
Coastal SNDA Table Used?
18,065 ft
10,836 e
2.49 (unifless)
12,088 ft' OK
9,364 it'
2,224 fr
2,224 fe
6,00 ft
ft
ft
Post-development I -yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice orvear)
Storage volume dradalown time
3 :1
10 :1
10,0 it
2_.1
2.0 :1
Y _(Y or N)
2,0 If
N _(Y or N)
Y _(Y or N)
Y _(Y or N)
6 -inch diameter plug valve
OK, draws down in 2-5 days
OK
OK
OK
Insufficient flow path to width ratio, Must not shod - circuit pond.
OK
OK
OK
OK
OK
OK
Form SVV401-Wet Detention Basin-Reva-9117109 Parts 1, & fl. Design Summary, Page 2 of 2

TOTAL NITROGENEXPORT CALCULATIONS
NEW HILL PLACE
KRG-11000

I"
GRAPIUC SC=
200 0 100
i 200 4W
I ..............
200 rt
........ ................
Y it
k "Y
k
...... . .............
.......... . ..
.. ..........
..... ......
.1
TOTAL
NITROGEN
...................... ... .
.............. ............... .......
TOTAL
NITROGEN
ANALYSIS
AREA —
177.13 acres
TOTAL
PHASE 1,
NITROGEN
ANALYSIS
AREA, = 77.16 acres

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GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO
THE DESIGN ENGINEER'S ATTENTION IMMEDIATELY.
2. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILIIIY
OF THE PROPOSED BORROW AREA /FILL FOR USE IN THE DAM EMBANKMENT /KEY TRENCH.
3. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND
COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE UNCOVERED
AND TESTED AT THE CONTRACTOR'S EXPENSE.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING
PLAN /SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE MAY BE PLANTED ON THE
PROPOSED DAM EMBANKMENT (FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE WETLAND MAY BE USED AS A SEDIMENT BASIN
FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL
CONTRUCTION SEQUENCE BELOW:
A. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE,
DAM, KEY TRENCH, ETC.) WITH THE EXCEPTION OF THE INTERIOR WETLAND GRADING. THE
INTERIOR GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE.
B. THE TEMPORARY DRAWDOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT
8 "O DIP DRAIN PIPE.
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR
APPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE
TEMPORARY DRAWDOWN RISER (OR SKIMMER) AND CLEAN -OUT THE BASIN. ALL SEDIMENT,
TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT
STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
D. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICE REMOVED, THE
CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET.
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION
AND AN AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE WETLAND PLANTS. IF THE
CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND
SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE- PLANTING OF PLANTS WILL
BE AT THE CONTRACTOR'S EXPENSE.
F. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT
THE PROPOSED WETLAND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS FACILITY. AFTER
COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO
THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED
WETLAND PLANTING PLAN.
6. IF THE INFILTRA11ON RATE IS GREATER THAN 0.01 IN /HR, IN ORDER TO HELP MAINTAIN A
PERMANENT POOL, THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT
GEOSYNTHETIC CLAY LINER A MINIMUM OF 1 -FOOT BELOW THE LOWEST GRADE OR 1 -FOOT BELOW
THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS
GREATER). IF A GEOSYNTHETIC LINER IS CHOSEN, THE LINER SHALL BE BENTOMAT CL BY CETCO
LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT. IF IT IS DETERMINED BY THE ON -SITE
GEOTECHNICAL ENGINEER THAT A LINER IS NOT NEEDED, THEN A LETTER TO THE ENGINEER
CERTIFYING THE INFILTRATION RATE SHALL BE PROVIDED, WHICH WILL BE USED DURING THE
AS -BUILT CERTIFICATION PROCESS.
7. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYERS IN THE
PROPOSED WETLAND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE BY A LANDSCAPE
PROFESSIONAL FOR THE FUTURE WETLAND PLANTINGS, THE CONTRACTOR SHALL OVEREXCAVATE
THE INTERIOR PORTIONS OF THE WETLAND (FROM THE NORMAL WATER SURFACE ELEVATION TO THE
BOTTOM) BY 18 INCHES. THE CONTRACTOR SHALL THEN BRING THE WETLAND AREA TO THE
FINISHED GRADES USING THE TOPSOIL STOCKPILED ON -SITE (AMENDED AS DIRECTED BY THE
ON -SITE LANDSCAPE PROFESSIONAL). THE OVER EXCAVATION WILL ALLOW FOR BETTER PLANTING
CONDITIONS FOR THE PROPOSED WETLAND PLANTS.
8. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED
WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE
THE TOP 2 " -3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3 " -4" ON THE DAM EMBANKMENT.
9. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT,
ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER WETLAND SITE.
IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY
TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS NECESSARY),
THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND
SIDESLOPES ARE STABLE.
10. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT
FACE OF THE RETAINING WALL AT THE BOTTOM.
11. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE
THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED
PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF
THE RETAINING WALL.
12. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF -SITE BORROW MATERIAL OR
PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE
GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ON -SITE
SOILS CAN BE USED.
13. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE
ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO
THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS.
14. THE PROPOSED RETAINING WALL ON THE SOUTH SIDE OF THE FACILITY (I.E. THE DAM SIDE) SHALL
BE DESIGNED TO KEEP WATER FROM INFILTRATING INTO THE DAM EMBANKMENT (I.E. SHALL NOT BE
A BLOCK /GEOGRID WALL). THE PROPOSED RETAINING WALL ON THE NORTH SIDE OF THE FACILITY
(I.E. THE GAS EASEMENT SIDE) MAY BE A BLOCK /GEOGRID WALL (APPROVAL FROM PSNC IS
REQUIRED IF RETAINING WALL DESIGN REQUIRES TIEBACKS /GEOGRID TO ENCROACH INTO EX PSNC
GAS EASEMENT). PLEASE NOTE BOTH WALLS WILL EXPERIENCE PERIODIC INUNDATION DURING
RAINFALL EVENTS. THE RETAINING WALL DESIGNER SHALL ACCOUNT FOR PRESSURE ON THE WALLS
DUE TO SOIL SATURATION BEHIND THE WALLS DURING DESIGN. APPROPRIATELY SIZED DRAINAGE
SYSTEMS, WHICH SHALL OUTLET INTO THE FACILITY FOR THE BLOCK /GEOGRID WALL, SHALL BE
DESIGNED AND INSTALLED BEHIND THE RETAINING WALLS TO RELIEVE SOIL WATER PRESSURE.
15. SAFETY FENCING SHALL BE INSTALLED ALONG THE TOP OF ALL RETAINING WALLS AND ALONG THE
TOP OF DAM EMBANKMENT. AN ACCESS GATE SHALL BE PROVIDED FOR MAINTENANCE PERSONNEL
AND EQUIPMENT.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW
AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE
FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6 ", AND FROZEN OR OTHER OBJECTIONABLE
MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM
EMBANKMENT AND KEY TRENCH: ML AND CL
2. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED).
EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT
OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE
SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY
AND DRAINAGE STRUCTURES SHALL BE PLACED IN 4 -INCH (UNCOMPACTED) LIFTS AND
HAND - COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKMENT.
3. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED
TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL
SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL
HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN
ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
4. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPAC11ON REPORTS WILL BE
NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY.
THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TESTING
AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
5. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM
STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE
CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL
BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS
DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 24 "O O -RING OUTLET BARRELS AT A FREQUENCY OF ONE
TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN
"APPROVAL TO CONSTRUCT" FROM THE TOWN OF HOLLY SPRINGS AND ALL OTHER APPLICABLE AGENCIES
PRIOR TO CONSTRUCTION.
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION
CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL
MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL
FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR
ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH
SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS
THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE
DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN
PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT
MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH UN11L APPROVAL OF THE DAM SUBGRADE /
TRENCH IS OBTAINED FROM THE ON -SITE GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE
TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 24 "O OUTLET
BARRELS AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 10 FEET. THE KEY TRENCH SIDESLOPES SHALL
BE A MINIMUM OF 1:1 (H: V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED
IN ITEM 3 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON
ON -SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY
VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON -SITE
GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION FOR FUTURE AS -BUILT
SUBMITTALS TO THE TOWN OF HOLLY SPRINGS. .
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE
SPECIFICATIONS LISTED ITEM 3 OF THE SEC11ON TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS."
THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY
THE ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE
SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE
PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN
CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL,
SEEPAGE, AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3"
TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE
ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT
TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK
SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R.
McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK
LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER.
FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE
EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN
ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE
CONCRETE CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
A. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE
CRADLE, THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF
CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM
JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE CONCRETE
CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE
CONCRETE CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL.
B. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE,
THEN PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE
CONCRETE CRADLE SHOULD BE INSTALLED ON EXISTING GROUND AND / OR THE MUD MAT. THE
CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED DETAILS.
9. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE
LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN
COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE
AGENCIES.
10. INSTALL SPILLWAY FILTER PER DIRECTION OF THE ON -SITE GEOTECHNICAL ENGINEER AND THE DETAILS
SHOWN ON SHEET SW -2D.
11. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL
COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL
CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN "BERM
AND SOIL COMPACTION SPECIFICATIONS ", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF
NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN
HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND
SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4 -INCH LOOSE LIFTS AND BE TO THE SAME
COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL COMPAC11ON AND MOISTURE
TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED
IN THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS ".
12. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING
SCHEDULE.
13. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT
INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED.
ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION
OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL FROM
THE TOWN OF HOLLY SPRINGS, CLOSE THE 8 "O BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN
IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM
THE TOWN OF HOLLY SPRINGS AND THE ENGINEER.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24 "O RCP OUTLET BARRELS SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76 LATEST. THE PIPES SHALL HAVE CONFINED O-RING RUBBER GASKET JOINTS
MEETING ASTM C- 443 - LATEST. THE PIPE JOINTS SHALL BE TYPE R -4.
2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS) RISER BOXES WITH EXTENDED BASE SHALL
BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE,THE CONTRACTOR SHALL PROVIDE TO THE DESIGN
ENGINEER FOR REVIEW SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E.
REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE SUPPORTED BY
THE CONCRETE RISER STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE
PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD.
840.66. PLEASE REFER TO SHEET SW -2C FOR LOCATION OF THE RISER STEPS.
4. THE CONCRETE ANTI - FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX
DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT
WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN LIEU OF A PRE -CAST BASE,
THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK IN THE FIELD. HOWEVER,
PRIOR TO CONSTRUCTING THE CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO
THE ENGINEER FOR REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE AMT - FLOTATION BLOCK WITH THE RISER SECTION
5. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO
ASTM- C990- LATEST. IF NECESSARY, THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER
BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH THE
INSIDE AND OUTSIDE WITH NON- SHRINK GROUT.
6. IF THE ANTI - FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST
RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT AS PER THE WEIGHTS LISTED IN THE TABLE ON
SHEET SW -2C. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS
INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE
CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE
THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER
FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK
(SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL
ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH.
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
9. GEOTEXTILE FABRIC FOR THE 24 "O OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER APPROVED
EQUAL (NON -WOVEN FABRIC)
10. STORMWATER WETLAND EMERGENCY DRAWDOWN IS VIA AN 8 "O PLUG VALVE. THE VALVE SHALL BE A M &H
STYLE 820 X- CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C -504
SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL
SHEET SW -2C). THE CONTRACTOR SHALL PROVIDE A REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON
TOP FOR OPERATION OF THE 8 "O PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR
SECURING THE WRENCH TO THE TRASH RACK.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE
PROPERTY OWNER'S ASSOCIATION, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
GEUETAL
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF
THE PROPOSED BORROW AREA /FILL FOR USE IN THE DAM EMBANKMENT /KEY TRENCH.
2. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND
COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE UNCOVERED
AND TESTED AT THE CONTRACTOR'S EXPENSE.
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING
PLAN /SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE MAY BE PLANTED ON THE
PROPOSED DAM EMBANKMENT (FILL AREAS).
4. DURING THE INITIAL STAGES OF CONSTRUCTION, THE WATER QUALITY POND MAY BE USED AS A
SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE
GENERAL CONTRUC11ON SEQUENCE BELOW:
A. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE,
DAM, KEY TRENCH, ETC.) WITH THE EXCEP1ON OF THE INTERIOR FOREBAY BERM. THE INTERIOR
FOREBAY BERM WILL BE CONSTRUCTED ONCE TH EROSION CONTROL PHASE IS COMPLETE.
B. THE TEMPORARY DRAWDOWN RISER OR SKIMMER DEVICE SHALL BE CONNECTED TO THE
PERMANENT 8 "O DIP DRAIN PIPE.
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR
APPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY
DRAWDOWN RISER OR SKIMMER DEVICE AND CLEAN -OUT THE BASIN. ALL SEDIMENT, TRASH, ETC.
SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN AREA
WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
D. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE
CONTRACTOR SHALL CONSTRUCT THE INTERIOR FOREBAY BERM SHOWN ON THIS SHEET.
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION
AND AN AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE WETLAND PLANTS. IF THE CONTRACTOR
PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL),
ANY CHANGES TO THE GRADING / RE- PLANTING OF PLANTS WILL BE AT THE CONTRACTOR'S EXPENSE.
F. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT
THE PROPOSED WETLAND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS FACILITY. AFTER
COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE
ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED WETLAND PLANTING
PLAN:
5. IN ORDER TO HELP MAINTAIN A PERMANENT POOL, IF THE INFILTRATION RATE AT THE BOTTOM OF
THE FACILITY IS GREATER THAN 0.01 IN /HR, THEN THE CONTRACTOR WILL NEED TO INSTALL A CLAY
LAYER OR A PERMANENT GEOSYNTHETIC CLAY LINER A MINIMUM OF 1 -FOOT BELOW THE LOWEST GRADE
OR 18- INCHES BELOW THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS
(WHICHEVER IS GREATER). IF A GEOSYNTHETIC LINER IS CHOSEN, THE LINER SHALL BE BENTOMAT CL
BY CETCO LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT. THE INFILTRATION RATE SHALL
BE DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION OF THE INTERIOR
POND GRADING SHOWN ON THIS SHEET. IF IT IS DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER
THAT A LINER IS NOT NEEDED, THEN A LETTER TO THE ENGINEER CERTIFYING THE INFILTRATION RATE
SHALL BE PROVIDED, WHICH WILL BE USED DURING THE AS -BUILT CERTIFICATION PROCESS..
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYERS IN THE
PROPOSED WET POND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE BY A LANDSCAPE
PROFESSIONAL FOR THE FUTURE WETLAND PLANTINGS, THE CONTRACTOR SHALL OVEREXCAVATE THE
INTERIOR PORTIONS OF THE POND (FROM THE NORMAL WATER SURFACE ELEVATION TO THE BOTTOM) BY
18- INCHES. THE CONTRACTOR SHALL THEN BRING THE WETLAND AREA TO THE FINISHED GRADES USING
THE TOPSOIL STOCKPILED ON -SITE (AMENDED AS DIRECTED BY THE LANDSCAPE PROFESSIONAL). THE
OVER EXCAVATION WILL ALLOW FOR BETTER PLANTING CONDITIONS FOR THE PROPOSED WETLAND
PLANTS.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH
COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP
2 " -3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE
TOPSOIL DEPTH SHALL RANGE FROM 3 " -4" ON THE DAM EMBANKMENT.
8. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT,
ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER POND SITE. IT IS
ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY TRENCH).
DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS NECESSARY), THE
CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER
IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES
ARE STABLE.
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT
FACE OF THE RETAINING WALL AT THE BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE
THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED
PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF
THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF -SITE BORROW MATERIAL OR
PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE
GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ON -SITE SOILS
CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE
ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE
FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS.
13. THE PROPOSED RETAINING WALL ON THE SOUTH SIDE OF THE FACILITY (I.E. THE DAM SIDE) SHALL
BE DESIGNED TO KEEP WATER FROM INFILTRATING !NTO THE DAM EMBANKMENT (I.E. SHALL NOT BE A
BLOCK /GEOGRID WALL). THE PROPOSED RETAINING WALL ON THE NORTH SIDE OF THE FACILITY (I.E.
THE GAS EASEMENT SIDE) MAY BE A BLOCK /GEOGRID WALL (APPROVAL FROM PSNC IS REQUIRED IF
RETAINING WALL DESIGN REQUIRES TIEBACKS /GEOGRID TO ENCROACH INTO EX PSNC GAS EASEMENT).
PLEASE NOTE BOTH WALLS WILL EXPERIENCE PERIODIC INUNDATION DURING RAINFALL EVENTS. THE
RETAINING WALL DESIGNER SHALL ACCOUNT FOR PRESSURE ON THE WALLS DUE TO SOIL SATURATION
BEHIND THE WALLS DURING DESIGN. APPROPRIATELY SIZED DRAINAGE SYSTEMS, WHICH SHALL OUTLET
INTO THE FACILITY FOR THE BLOCK /GEOGRID WALL, SHALL BE DESIGNED AND INSTALLED BEHIND THE
RETAINING WALLS TO RELIEVE SOIL WATER PRESSURE.
14. SAFETY FENCING SHALL BE INSTALLED ALONG THE TOP OF ALL RETAINING WALLS AND ALONG THE
TOP OF DAM EMBANKMENT. AN ACCESS GATE SHALL BE PROVIDED FOR MAINTENANCE PERSONNEL AND
EQUIPMENT.
,I•7
12 &I i al Z d I I• i ,Nk W_j 900,
1. THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO
CONSTRUCT" FROM THE TOWN OF HOLLY SPRINGS AND ALL OTHER APPLICABLE AGENCIES PRIOR TO
CONSTRUCTION.
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT &
EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION
CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL
RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES,
PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND
THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED
WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME
STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE
STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY
RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW
EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH
UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE GEOTECHNICAL
ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM
EMBANKMENT. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT
BELOW THE 24!'O OUTLET BARREL AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 10 FEET. THE KEY
TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H: V). THE KEY TRENCH SHALL BE COMPACTED TO
THE SAME SPECIFICATION LISTED IN ITEM 3 OF THE SECTION TITLED "BERM SOIL AND COMPACTION
SPECIFICATIONS." DEPENDING UPON ON -SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE
ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS
DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY
VARIATION FOR FUTURE AS -BUILT SUBMITTALS TO THE TOWN OF MORRISVILLE..
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED
TO THE SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED "BERM SOIL AND COMPACTION
SPECIFICATIONS. " THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT
SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED
BY THE ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST
AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED
ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE
GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY
COMPACTED .STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL,
SEEPAGE, AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO
4" THICK CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE
GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY
SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE
PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR
REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK
LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL
LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL
MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE
PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE
CONCRETE CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
A. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE
CRADLE, THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP. OF
CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE NEXTDOWNSTREAM JUNCTION
BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE CONCRETE. CRADLE,
EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE
CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL.
B. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE
CONCRETE CRADLE, THEN PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK
FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON EXISTING GROUND AND / OR THE MUD MAT.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE
LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN
COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE
AGENCIES.
11. INSTALL SPILLWAY FILTER PER DIREC11ON OF THE ON -SITE GEOTECHNICAL ENGINEER AND THE DETAILS
SHOWN ON SHEET SW -1H.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM SOIL & COMPACTION
SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF
THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN "BERM SOIL AND COMPACTION
SPECIFICATIONS ", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER
COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO
PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL
BE CONDUCTED IN 4 -INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS
THE ENTIRE EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY
THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN "TESTING OF THE EMBANKMENT ".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING
SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT
INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND (OR CERTIFICATE
OF OCCUPANCY) IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE
CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED.
UPON FINAL APPROVAL FROM THE TOWN OF HOLLY SPRINGS, CLOSE THE 8 "O BOTTOM DRAIN VALVE IN THE
RISER BOX AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO
IMPOUND IS ISSUED FROM BOTH THE TOWN OF HOLLY SPRINGS AND THE ENGINEER.
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS
APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS,
STUMPS, WOOD, STONES GREATER THAN 6 ", AND FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING
SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL.
2. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH
LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE
BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR
FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE STRUCTURES SHALL BE PLACED
IN 4 -INCH (UNCOMPACTED) LIFTS AND HAND - COMPACTED TO THE SAME COMPACTION AND MOISTURE
REQUIREMENTS AS THE ENTIRE EMBANKMENT.
3. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED TO AT
LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE
COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT.
COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION
TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED
USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPAC11ON
EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
4. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM EMBANKMENT
MEETS THE SPECIFIED COMPAC1ION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING THE
AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. THEREFORE, IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TESTING AND TO ENSURE COMPACTION TESTS ARE
PROPERLY PERFORMED DURING CONSTRUCTION.
5. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM
STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT
AND COMPACT CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF
COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS DIRECTED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 24 "O 0 -RING OUTLET BARREL AT A FREQUENCY OF ONE TEST PER
25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24 "O RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76 - LATEST. THE PIPE SHALL HAVE CONFINED 0 -RING RUBBER GASKET JOINTS
MEETING ASTM C- 443 - LATEST. THE PIPE JOINTS SHALL BE TYPE R -4.
2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL
BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE TO THE DESIGN
ENGINEER FOR REVIEW SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E.
REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE SUPPORTED BY THE
CONCRETE RISER STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE
PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD.
840.66, PLEASE REFER TO SHEET SW-1F FOR LOCATION OF THE RISER STEPS.
4. THE CONCRETE ANTI - FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX
DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL
BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE
CONTRACTOR MAY OPT TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO
CONSTRUCTING THE CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE
ENGINEER FOR REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI- FLOTATION BLOCK WITH THE RISER SECTION
5. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO
ASTM -C990- LATEST. IF NECESSARY, THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER
BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH THE
INSIDE AND OUTSIDE WITH NON- SHRINK GROUT.
6. IF THE ANTI - FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST
RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT AS PER THE WEIGHTS LISTED IN THE TABLE ON SHEET
SW -1H. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING
THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE
SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO
CAST -IN -PLACE THE ANTI - FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE
RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR
REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE
DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO
PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH.
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
9. GEOTEXTILE FABRIC FOR THE 24 "O OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER APPROVED
EQUAL (NON -WOVEN FABRIC)
10. STORMWATER QUALITY POND EMERGENCY DRAWDOWN IS VIA AN 8 "0 PLUG VALVE. THE VALVE SHALL BE A
M &H STYLE 820 X- CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C -504
SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET
SW -1D). THE CONTRACTOR SHALL PROVIDE A REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR
OPERATION OF THE 8 "O PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE
WRENCH TO THE TRASH RACK.
STATEMENT OF RESPONSIBILITY:
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE
PROPERTY OWNER'S ASSOCIATION, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
FINAL DRAWING - RELEASED FOR CONSTRUCTION

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1 / /
/� / I \
/ l / / RACTOR HALL E E 0 ES
I I / EN,6W L ,P�R RCP = EL. 70.0 f
C " p� Sib. 38.8 / --� OVE �ND AROU C CR E
INV. / / NDWA , �AND/WI S ITH G
( E VETAI SH�ET W —�H) / LASS -B- RI RA P
ROSI(ON /SCOU RO 0 UR
G�DNTRACLORHACEPARY VID TI N A IAROU D TIE W / NG ALL
MfNIM COVER OF 1 " N TO OF
4 "O /RCP AND ILLWAY ILTER
/ /
2470 R(2�P SPILL FILTE
(E 9ETAIL/ S SO-1 ) j / / // — \ I' \ \POND GCE S
1 LF /24" 0 —DING P 0 1.43% / / / /� / l M\AINTE NCE EASEMENT
(;DOINT W PPF� IN GEO XTILE FABRIC)
/ SHINE -• QUARE \
/ INTEE�?NAL /DIMENSI0 — 4 x/4 FTC
// // TOFi OF RIS 383 0
�4. O SIPHO INVERT 3 .DO/ (NWtE) / \ \ \ 1
NVE OU�" (240 % RIN� R�) 37/2.00
EART�IEN FOREBAY B RMS /TO E
Co MP�CTED /TO TH SAM't SP CS AS
:AM BAt�IGCMEN T I \
/ PLEASE EFER TO ITEM 3 UNDEj� BERM
/AND S IL CO�IPACT�ON SPEC{FICATI S "l
00 10
I
// /a
� I
/ 0 / / NORMAL P00
EL. = 380.0 \ 1
i POND C,.� S /
1 , , IM�INTE / EAS I
��t�ETAI N I G W L
\ \ \\ FDIC o B s o Rs
\ POND ACCESS/
MAINTENANCE\ EASEM� / �/ / ,yob `'� / �T•1' J , — \ 3 \
.-
\ \
8-6. 0
38 . o \
I ' �W= 384.00 \ \ \
1ET ININ WALL (TP.)
(DtSic
By oTH
1 1 (S�E OTES #1 15 / / TW =39 .00 1 \ \ \ \
I UDDER G ER L NOTES) I f / / BV-6384.00
�/ v v v\ \ \ V A
1 1 I I I ( I — 6.OT "— P MAINTENANCE/ \ \
1 I I \\ I — 390,00 ACCESS EASEMEN \ \ \
1 I \\ I I AX. L G DIN SLOPE =--5-.1 H:V \
=390 M SLOPE
= 10:1�(H \ \ \
I /
\ I
A' \ \
i i i O
fe
s z
I ¢ «•s 'r` �u, av a a�t air f >~ a `' r£ y
\ /
s ;
xx..
� t x +
a €a« su
a F
,
k Y
C 3 ibf 5
4.
t
a
,< t
\
...
tr 9"f T l
r
�? u t ^
w y
Lyn
, t
, c
P.
b � a. hd
n z
. as
-, ✓. : v. -ak d ry -.. ?'f,.a4f' '!. ... > ... a x z ...2 sr. ...,. -, ... , r ,..,
GRAPHIC SCALE
30 0 15 30 60
1 inch. = 30 ft.
- - ---`' POND M TEN_A
ACCf SEMEN
MAX. LNG{T_UD4NAC SLOPE - (H:V
--MA)( CROSS SLOPE
CONTRACTOR SHALL INE-THE SLQPES
\ABOVE AND\AROUND E CONMETE
ENDWALL AND WIN WACCS` WITH NCDOT
C S-'B;'�RI TO PRMNT
QEES�MENT \ \ \ \ \ \ __ERO 10N /SCO�J FROM OCCCIRRING
\ �--� AROUND I ENDWALL/WINGW
-ENDWALL PER NC S 8 \ \\
r 36$ \ \ \ \ \ V. —0-UT—(247- RCP) E \35_8:88 0
F O —RING P \0.83% \ \\
RAPPE IN\�OTE ILEA ABI�ICk
S P SQ \ \ \ \ ITY DISSIP
AP
\ �� INTERNAL IMEN 4 \ \ _
NC OTC 'B' R
'TO- F RIS ` 9.09 \ \ — ` \ 50 C V41 W 22"
`366 0 6A 0 N INVERT 362. ) \
/,— INVERT OUTS�0 0 N� (SEE DETAIL SHEET SW -1 H)
_ TOP OF DAM 3.00
(10 . WIDE/ MIN.) CONTRACT HALF PROVI
ADDITIONAL NEC ARY
TO O-BAIW A_ VER
ON TOP E 24 "0
-RCP ND SPILLWAY FILTER
0 1 \ 24" SPILLWAY FILTER
� W /
E D IC'SHE€T —S _
--A
355.0 —
\ , \ WIDE MIN -\
5S.9 - - - - -- ,� MAIN POOL
NORMAL POOL
\ \
SEDIMENTI
— - 0
\ f \
Id OREBAY BERMS BE / \
POND AME 396'0 COMPAQ TQT SA
HE ME SP S E \
MAINTENANCE EASEMENT �`'� 4�`— DAM EMBA EN P.
PAS REFER �0 ITEM 3— R
\ D SOI�MPAU�11ON SP FICAZI
I
/
/
/
/
k,
u
}t„
5
\x
?x
z
3
QI \ I � �/ / q 4{ J e• r & d -.
i
3
� � t
1
4 �
9 �
/
4 <N
2 S
M =i
z
.:?x
/ g5
't m
\ f
a ..
k
V
s
\ x'
V_WHASE 1 - SECTION 1) GRAPHIC SCALE
1" — 30, 30 0 15 30 60
1 inch = 30 ft.
,1\
SW 0*3 PLAN VIEW (PHASE 1 - SECTION 1
1 " =30'
FINAL DRAWING — RELEASED FOR CONSTRUCTION

.8
c
a
4)
s
g
m
c
o`
C
0
0
U
O
0
0
0
'Pn
V
Y
0
:A
a'
1
r
b /
co
/ \
> 1 1
// 1 1 �•� I I I I I I , I I // � � /
✓ // / 1 I / I ' ' ' ON'fRAGTO SH) IN THE OPES o I /
VE<i�ND R� U D TH� CONC
WA AN WIN LL WITH T
< /CLASS RI PTO PENT
ERO $iON /SQ`OUR O CURRING \ \
AROUND 7HE EN� / �NGWALLS. V A \ \ \
PO MAIN SENC
AiC.xO UDIN — 5:1 :V) / VEL DISSIPA y \ \ \ \
CROS LOP = 10 (H:V) / / \ /MAIN NANCE/ EASEMENT / / N T CLASS B RIPRAP \ \ \
/ L X 14'W X__22" HfC_K_—
EE—D SW 1 H) \ \
7- ENDWALL PtRACDOT STD. 838.80 \
INV OUT (24" RCP) = EL- 32-2.00
(SEE_DEfAIL SHEET SW -1H) \
CONTRACTOR SHALL PROVIDE ADDITIONAL\ \ \ \
MINIMUM COVEE SARF ion OON TOP OF \ \ \
THE 24 "0 RCP A D SPfEtWAY TyL ER \ \ \ \ \
24 "O RCP SPILLWAY FILTER \ \ \ \ l
/ 0
(SEE DETAIL SHEET SW H 1
\ \ \
h/® / 50 LF-24 "4 O -RING RCP ® \0%
(JOINTS WRAPPED IN 6€OTEXTILE\FABRIC)
\ � - PRECAST RISER OUTL STRUCTU E \
.SHAPE = SQUARE
P N G INTERNAL - DIMENSIONS FT. x 4 /
S E / TOP OF RISE = 328.30
4.0 "0 SIPHON nlN- LKT = 32 00 (N $E) I
JNVE T OUT (244 0 0 -RING RCP)
/ / i / / ✓/ MAIN POOL
NORMAL POOL /� POND ACCES/
\
. -
EL. = 326.00 / � � � / � \ M\ TENANCE F`A EM
o P \
I
I
I �
�s \
BW 29.00 OREBAY
/TW=34
d, / ^�`�4�' ° ' \ EARFHEN FOREBAYLBERM TO I$E \ \ \ \ \ \
I t / � \ ,COMP%ACTED TO THE SAM SPE�S AS THE
1 /
D EMBANKMENT (TYP.} \
/ \ PL E In EC TO1ITEM UND R "BERM \ \ \
=351O /00 / / O° \ \ \ \ '\AND IL COt�PAL4T1ON S ECIFi
B =32 .00 !/
NCDOT CLASSN'B RIP RAP
TOP\OF EVRM =\326M
33 E SFqLLWAY ELEV. = 325.5Q V A \
I - TOP WIDTH _ 5 -,1\.
TfW= 3.0 �.IDESLOf�ES � (4,,V) V A A
PON AC�ESS /I I
Ai INANCE� EAS MENT VELOCITY DISSIPAFOR
1 I I / NCDOT CLASS 'II' RI RAP
/ ___24'L X 24'W X 24 iiCK
/ 48 S.Y-.- FILTER FABRIC IRED
\ I I I I ETAININGj ALL (TYP.)
C (DESIGN BY OTHERS)
(SEE NOTES #10 -15
\ I I I UN ER GENERAL NOTES)
GRAPHIC SCALE
30 0 15 30 60
1 inch 30 ft.
r T", r
R�AI' SEM NT
MAX.
SDI SIPATOR
LASS 'I7 RIPRAP /
X 16'W X }8� THICK
1�2 Z1. T. r L R FABRIC/ REQUIRED I
� I
/ / / �' '�✓ ' i 'a?9'�' ' �" ' ` \ 51 EMI / I
\ R V / / ' FORE AYT I
- - SQU RE \ ��
ER AL FT. 4 \ \/
R =323.
00 ( 0 / a� °° cfl ° • of b o o i a o °
WS
CP 36.5
ILE �A 1C) p \ 1 1 I
NORMAL POOL
4' 0 _HICK �' \ / EL. '-,320.00 1 /
sHEET sww -1
T� TH B R E T P S AS TH q
DA BA E ( )
FE IL 3 DER "BERM I
/ \ CONTRA R S LIN HE SLOPE 1 1 3 ' "�� �' h� p
SOi MP I TI S CIFICATIONS"
\ ABOVE A AR H CONCRET ham/ I
ENfl�NALL/ N WIIGW S ITH NCDOT 1 1 l •� /^`�" ®/ ON A S
\ LASS PRA 0 PREVE 1 1 �' / �/ / JM T A EASEM
/ / \ ROSION/ COUR OCCURRI
/ UND /THE END W LL /WINGWAL 1 1 1 I / / / I RIPRAP FOR�BAY BERM
/ 1 NCDOT CLASS\ 'B' RIP RAP
/ / 'PE NCDOT STD. 838.8 I I I I ' — / / / I I TOP OF BERM \= 320.00
INV., " RCP) = EL 316.00 1 I I I I / 30' WIDE SPILL AY ELEV. = 319.50
`
SW TOP H} t J � ( I I I / 1 � � i I
\SIDESLOPES = 3:�T(H: V)
— — 2�'4 RCP'SWLI_WAY
(SEE-DEl"Elff
\ / NECESSARY" /
/ MIN MUM CO 1 ON TO OF
/ TH 24 "9s RC A S
o•
ACCE
MAINTEi�lAAN�E EASEMENT
33e—
GRAPHIC SCALE
30 0 15 30 60
1 inch = 30 ft.
•
FINAL DRAWING — RELEASED FOR CONSTRUCTION

S
m
t
/
I S T 1
AX. ON L SLOP = � (H:V)_,��-._
WAX. C SS LOPE = 10:1 H: r
IN /
/ VELOCITY DISSIPATOI R
NCDOT LASS '' RIP
25'L X 25'W/X 1 THICK / �-
/ / / 5 01 10"
/52 S.Y. Fl�ER FABRIC /REQUIRE
ND ACCE S/
MAI AN EASEM�NT
_/ POND ACCESS/
MAINTENANCE EASEMENf
SEDIIENT
FO
IBAY
moo/
RTHEt� FOREBAY BERMS
BE COMPACTED TO THE
\ / AME PECS AS THE DAM /
} RIPRA F REB BEM � ` I MBANKMENT (TYP.)
I N DOT S 'B' RIP R ' M
37 yyl E OP OF EkM/ 352. 0 I ( I 1 ( I LEASE REFER TO ITEM 3
1
37'/ LL%rY LLEE'' 35 .50 �( �/ NDPR "BERM AND SOIL
IIOP TH = FT. l { I (I (A (A I �,, �,, I 1 OM ACTION SPECIFICATIO S"
p I ( I0 (P W W W W W W GI W (W W (W GW W W W
�SI SLOPE 3:1 H: V) ` ` l 1 N N .p q� O � rn 4M rn �i �► 14 Co Co ao ao 00 I '
O O p I 0 O I U� O O 0 A O> 0� O N P 91 pp O N P On 01) o
E D ALL P R COOT STD. 8 8.80
a o 0 0 0 0 0 0 0 0 0 0 0 0 O O
\ IN O T ( 4 CP) = EL. 3 6.00 I
1 :1
I
(S E DETAI SHffT S 1 H)
I I 1 NORMAL
\ 75 LF "0 0` ING`` RCP 0 0.67 I EL. = 35 .00 3:1 I ( 3 :1
(JOINTS D`IN OTEXTTILE I FABRIC o
& n i
rr
\ W I I II V 1 I 4I 1
= i
o o ❑ , I rrl
\ 1 �► I o I I
I �\
\ _ •••151, -•
--�- 24" TER
EE ETAIL 36 '0 \
6 .0
\ \ ONTRACTO SHALL P OVIDE \ \
\ \ \ A ITIONAL FILL AS NECESSARY .370
TO BTAIN AIMUM OVER \ \ \
\ \ OF 12" ON TOP �0F THE 4 "0 \
\ RCP AN SPILLWA FILTER
\ RACTOR SHALL LINE T E SLOPE
\
AB O D A )UND THE CONCRETE \
\ ENDWALL� INGWALLS WITH NCDOT \ \ \
\ LASS 'B -1 RI P TO PREVE NT \ RISER \ \ \ \ \
\ E ON /S OU FRO1 OCCURRING SH = SQUAR \ \ \
\ AR0 Ti� EN ALL/ II�fINGWALL� \ INTERNAL DIMENSI NS = 4 F'T. x 4 FT. \ \ \ \
\ \ VELOCI IPATO \ \ \ 4.0 "0 SIPHOER NVERT \ 352.00\(NWSE)\ \ \
NOT CLAS RIP nN
12'L X 14'W 2 " THIC \ INVERT OUT (-24°0 0 -RIG RCP) 346.50 \ \ \
» \ g
\ -- D50� 8 \ � \ \
(SEE DE?AIL S\H� SW\-1H) \ \ \ \ \ \ \
sWNF #s PLAN VIEW
1" = 20'
f
7.0'
1.0' (TYP.)
x
9.9 LF -'
2 "x2 "x1/4"
ANGLE THE BOLD / DASHED LINETYPE
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE TRASH
RACK FABRICATOR PER OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS (SHEET SW -1 A)
CONCRETE ANCHOR
(TYP., SEE NOTE
9.9 LF
2 "x2 "xi /4"
ANGLE
9.9 LF
2 "x2 "x1 /4"
ANGLE
2.0'
CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #4) NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT- DIPPED
GALVANIZED AND BE PROVIDED WITH AN
EPDXY COATING.
3. THE HOT - DIPPED, GALVANIZED 2%2%1 /4"
ANGLES SHALL BE WELDED TO THE REBAR
TRASH RACK. ONCE WELDED, THE ENTIRE
FABRICATED HINGES FOR THE ASSEMBLY SHALL BE PLACED ONTO THE
RISER WITH ANGLES SITTING DIRECTLY ON
2'x3' ACCESS HATCH TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH
RACK TO MANHOLE WALL WITH FOUR 4 "xi /4"
CONCRETE ANCHOR BOLTS THROUGH ANGLES.
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR
AS NECESSARY TO ALLOW FOR CONCRETE
COLLAR.
RISER TRASH RACK DETAIL
N.T.S.
S� N 1
S�0E 12
NOTES:
1. CONCRETE ANTI - FLOTATION BLOCK TO BE PROVIDED WITH
MINIMUM TEMPERATURE AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS FOR RISER AND 8" DIP EMERGENCY DRAIN NOT
SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE
DETERMINED IN THE FIELD BY THE CONTRACTOR. THE VALVE
STEM MUST BE OPERABLE FROM THE TOP OF THE RISER VIA
THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN
THE VALVE STEM.
4.0'
a
Od •
6" MIN. WALL °
THICKNESS (TYP.) a
4" (TYP.) °
PHASE I
SECTION 2 1.5
8.0' 5.0'
Ims
m
1.5'
J "O GRADE 8
° STAINLESS STEEL
CONCRETE LAG
SCREW
12" X 4" X"
GALVANIZED STEEL
° STRAP (4 PER
RISER JOINT)
3.0"
101 DO VIA I a
I I CONCRETE COLLAR
4 a 4 . ° d : a (TO BE CONSTRUCTED IN THE
e _ a 4 a :. 4 a FIELD BY THE CONTRACTOR,
SEE DETAIL SHEET SW -11)
4 ' G
a e ' ° : . a d• ; ' 8" EMERGENCY DIP DRAIN
(SEE DETAIL SHEET SW-1H FOR
AA DRAIN TRASH RACK DETAIL)
i 'd• •' .d• a e ••
da 24 "as 0 -RING RCP
' • ° ,44.: FLOW -�►-
44 a'
•a
a
a a
a 4 d a '
aa'.. •Q: Q ..
11 a CONTRACTOR SHALL PROVIDE
a a °," ° STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
4 a. ' SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -1 H)
u
TOP OF HANDWHEEL 7_ "0 PVC SIPHON
TO EXTEND INV EL. = B (12" BELOW NWSE)
1 -FOOT ABOVE SIPHON TO EXTEND 12" UP FROM THE INSIDE
TRASH RACK FACE OF THE RISER
CONTRACTOR SHALL PROVIDE (SEE DETAIL SHEET SW -1G FOR SIPHON DETAIL)
STEPS IN ACCORDANCE WITH (SEE CHART ABOVE FOR INV. THROUGH RISER)
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -1H)
TOP OF RISER EL. = J
(SEE CHART ABOVE FOR
TOP OF RISER ELEV.)
Z "O PVC SIPHON
INV EL. = B
(12" BELOW NWSE)
SIPHON TO EXTEND 12"
UP FROM THE INSIDE FACE
OF THE RISER
(SEE DETAIL SHEET SW -1G
FOR SIPHON DETAIL)
(SEE CHART ABOVE FOR INV.
THROUGH RISER)
4 •
DUKRN3ION
314bIF' #
B WE=
F (INCHES)
G W=
H
J
Z 01E3
1
878.00
32.0
11.0
14.17
383.00
4.0
3
361.00
22.0
6.0
8.35
364.50
6.0
5
825.00
21.0
5.8
8.05
328.30
4.0
6
819.00
23.0
6.5
8.92
925.00
4.0
8
351000
27.0
8.5
11.25
365.00
4.4
S� N 1
S�0E 12
NOTES:
1. CONCRETE ANTI - FLOTATION BLOCK TO BE PROVIDED WITH
MINIMUM TEMPERATURE AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS FOR RISER AND 8" DIP EMERGENCY DRAIN NOT
SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE
DETERMINED IN THE FIELD BY THE CONTRACTOR. THE VALVE
STEM MUST BE OPERABLE FROM THE TOP OF THE RISER VIA
THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN
THE VALVE STEM.
4.0'
a
Od •
6" MIN. WALL °
THICKNESS (TYP.) a
4" (TYP.) °
PHASE I
SECTION 2 1.5
8.0' 5.0'
Ims
m
1.5'
J "O GRADE 8
° STAINLESS STEEL
CONCRETE LAG
SCREW
12" X 4" X"
GALVANIZED STEEL
° STRAP (4 PER
RISER JOINT)
3.0"
101 DO VIA I a
I I CONCRETE COLLAR
4 a 4 . ° d : a (TO BE CONSTRUCTED IN THE
e _ a 4 a :. 4 a FIELD BY THE CONTRACTOR,
SEE DETAIL SHEET SW -11)
4 ' G
a e ' ° : . a d• ; ' 8" EMERGENCY DIP DRAIN
(SEE DETAIL SHEET SW-1H FOR
AA DRAIN TRASH RACK DETAIL)
i 'd• •' .d• a e ••
da 24 "as 0 -RING RCP
' • ° ,44.: FLOW -�►-
44 a'
•a
a
a a
a 4 d a '
aa'.. •Q: Q ..
11 a CONTRACTOR SHALL PROVIDE
a a °," ° STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
4 a. ' SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -1 H)
u
TOP OF HANDWHEEL 7_ "0 PVC SIPHON
TO EXTEND INV EL. = B (12" BELOW NWSE)
1 -FOOT ABOVE SIPHON TO EXTEND 12" UP FROM THE INSIDE
TRASH RACK FACE OF THE RISER
CONTRACTOR SHALL PROVIDE (SEE DETAIL SHEET SW -1G FOR SIPHON DETAIL)
STEPS IN ACCORDANCE WITH (SEE CHART ABOVE FOR INV. THROUGH RISER)
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -1H)
TOP OF RISER EL. = J
(SEE CHART ABOVE FOR
TOP OF RISER ELEV.)
Z "O PVC SIPHON
INV EL. = B
(12" BELOW NWSE)
SIPHON TO EXTEND 12"
UP FROM THE INSIDE FACE
OF THE RISER
(SEE DETAIL SHEET SW -1G
FOR SIPHON DETAIL)
(SEE CHART ABOVE FOR INV.
THROUGH RISER)
4 •
"
SHIPPING
•
• 1 1 ,:
-4
O
S� N 1
S�0E 12
NOTES:
1. CONCRETE ANTI - FLOTATION BLOCK TO BE PROVIDED WITH
MINIMUM TEMPERATURE AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS FOR RISER AND 8" DIP EMERGENCY DRAIN NOT
SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE
DETERMINED IN THE FIELD BY THE CONTRACTOR. THE VALVE
STEM MUST BE OPERABLE FROM THE TOP OF THE RISER VIA
THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN
THE VALVE STEM.
4.0'
a
Od •
6" MIN. WALL °
THICKNESS (TYP.) a
4" (TYP.) °
PHASE I
SECTION 2 1.5
8.0' 5.0'
Ims
m
1.5'
J "O GRADE 8
° STAINLESS STEEL
CONCRETE LAG
SCREW
12" X 4" X"
GALVANIZED STEEL
° STRAP (4 PER
RISER JOINT)
3.0"
101 DO VIA I a
I I CONCRETE COLLAR
4 a 4 . ° d : a (TO BE CONSTRUCTED IN THE
e _ a 4 a :. 4 a FIELD BY THE CONTRACTOR,
SEE DETAIL SHEET SW -11)
4 ' G
a e ' ° : . a d• ; ' 8" EMERGENCY DIP DRAIN
(SEE DETAIL SHEET SW-1H FOR
AA DRAIN TRASH RACK DETAIL)
i 'd• •' .d• a e ••
da 24 "as 0 -RING RCP
' • ° ,44.: FLOW -�►-
44 a'
•a
a
a a
a 4 d a '
aa'.. •Q: Q ..
11 a CONTRACTOR SHALL PROVIDE
a a °," ° STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
4 a. ' SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -1 H)
u
TOP OF HANDWHEEL 7_ "0 PVC SIPHON
TO EXTEND INV EL. = B (12" BELOW NWSE)
1 -FOOT ABOVE SIPHON TO EXTEND 12" UP FROM THE INSIDE
TRASH RACK FACE OF THE RISER
CONTRACTOR SHALL PROVIDE (SEE DETAIL SHEET SW -1G FOR SIPHON DETAIL)
STEPS IN ACCORDANCE WITH (SEE CHART ABOVE FOR INV. THROUGH RISER)
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -1H)
TOP OF RISER EL. = J
(SEE CHART ABOVE FOR
TOP OF RISER ELEV.)
Z "O PVC SIPHON
INV EL. = B
(12" BELOW NWSE)
SIPHON TO EXTEND 12"
UP FROM THE INSIDE FACE
OF THE RISER
(SEE DETAIL SHEET SW -1G
FOR SIPHON DETAIL)
(SEE CHART ABOVE FOR INV.
THROUGH RISER)
4 •
•
.q
-4
O
1' -2"
a
4" SOLID BRICK
(BY OTHERS) (SEE CHART
NOTE: BRICK SHALL 4 ABOVE FOR G' H-(SEE CHART ABOVE
ATTACH AND LAY TIGHT a FOR TOTAL HEIGHT)
AGAINST PRECAST a': RISER HEIGHT) °
STRUCTURE USING BRICK d'
TIES WITH NO VOID GUIDE STE
SPACE BETWEEN
8" EMERGENCY DIP DRAIN
a•
d
a . CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -1H)
a a CONCRETE COLLAR
(TO BE CONSTRUCTED IN THE
FIELD BY THE CONTRACTOR,
SEE DETAIL SHEET SW -11)
a
24 "0 0 -RING RCP (SEE DETAIL SHEET SW -1G a 24 "0 0 -RING RCP
iz�z FOR DRAIN TRASH
RACK DETAIL) FLOW -�--
USING NON- SHRINK GROUT AND STAINLESS STEEL
HARDWARE
PERMAMUr OUTLET STRUCTURE DETAILS
N.T.S.
FINAL DRAWING -
PRECASTER SHALL
PROVIDE A BLOCK OUT
FOR THE 24 "0 O -RING RCP
8" PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
RELEASED FOR CONSTRUCTION
•
-4
O
1' -2"
a
(TYP.)
' °..
4
0.50
CONCRETE
a
4
ANTI - FLOTATION
e
BLOCK
C-' a''
••a•'d •. eQ 'd.Q
4 d .a'
� •d .,
.° r 4 a .• 4
(SEE CHART ABOVE
,a
-
�..'
a.
a,:
FOR ANTI -FLOAT F'°
<.
:' . ° :
e
d ° a .
BLOCK THICKNESS)
a ° ' '
:a ' o a- :
o° a
°
44. a a
°'•
-
a .° 4
a '-tb
e - •.
A
8" EMERGENCY
DIP DRAIN
8 "0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
CONTRACTOR SHALL FORM
THE HOLE FOR THE 8 "0 DIP PIPE
8" MIN. BASE
INVERT OF RISER STRUCTURE
CONTRACTOR SHALL SEAL
IN THE FIELD. PRECASTER SHALL
THICKNESS (TYP.)
TO DRAIN POSITIVELY TO
THE PIPE PENETRATION
OMIT REINFORCEMENT IN THIS
INVERT OF OUTLET BARREL
USING A RUBBER BOOT
AREA
USING NON- SHRINK GROUT AND STAINLESS STEEL
HARDWARE
PERMAMUr OUTLET STRUCTURE DETAILS
N.T.S.
FINAL DRAWING -
PRECASTER SHALL
PROVIDE A BLOCK OUT
FOR THE 24 "0 O -RING RCP
8" PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
RELEASED FOR CONSTRUCTION

4 "0 PVC SIPHON
INV = EL. 379.0 (12" BELOW NWSE)
SIPHON TO EXTEND 12" UP FROM THE INSIDE
FACE OF THE RISER
(SEE DETAIL SHEET SW -1G FOR SIPHON DETAIL)
TOP OF DAM = EL. 386.00
100 -YEAR STORM = EL. 383.97 10 -YEAR STORM = EL 383.40
TOP OF RISER = EL. 383.00
1" WATER QUALITY STORM = EL 381.26 1 -YEAR STORM = Fl- 387 -38
NORMAL WATER SURFACE EL. = 380.00
4.0" SIPHO N INV RT AT RISER = EL. 379.00
�I-FT ULLOW
24 "0 O -RING RCP INVERT = EL. 372.00
8 "0 EMERGENCY DIP DRAIN-
WITH TRASH RACK
(SEE DETAIL SHEET SW -1 H)
CONCRETE
ANTI - FLOTATION BLOCK
8" DIP DRAWDOWN
DRAIN (0 0.00 %)
INV. = 372.00
INV = EL. 361.0 ('
SIPHON TO EXTEND 12" UP
FA
(SEE DETAIL SHEET SW -1F FOF
TOP OF DAM = EL. 368.00
100 -YEAR STORM = EL. 366.77
10 -YEAR STORM = EL. 365.28
TOP OF RISER = EL. 364.50 1 -YEAR STORM
V : •;,�
NORMAL WATER SURFACE EL = 362.00
6.0- SIPHPN INV RT AT RISER = EL. 361.00
(1-FT BELOW NW5E)
24 "0 O -RING RCP INVERT = EL. 358.50
8 "0 EMERGENCY DIP DRAIN
WITH TRASH RACK
(SEE DETAIL SHEET SW -1 H)
CONC
ANTI - FLOTATION BI
TOP OF HANDWHEEL TO EXTEND
1 -FOOT ABOVE TRASH RACK
TRASH RACK
(SEE DETAIL SHEET SW -1 D)
CONCRETE COLLAR
(TO BE CONSTRUCTED IN APPROXIMATE LOCATION
THE FIELD BY THE CONTRACTOR, OF EXISTING GROUND.
SEE DETAIL SHEET SW -1G)
10 FT. WIDE MINIMUM
3 _- III - III - III - III - III =1
1--El I I -1 11=1 I I-1 11 =1 I I-
_ 10
6" COVER 3 1
(MIN.) 1
DEPTH VARIES
1e
lc ` Y. 3: s} g'," ryg.."+. Axa. P"-,",„' vs�` pii�%' ?�,:;' et3' v7.-'+.'% 3SiL'.. f' r. �wEt: :rs47.?sxxeak;64's:w•LS••s:.la: �.-- .::.�ss,.,.a.�„�1 �0 4 LF CLAS .... - ...____.._.... - . __ ...RCP (ASTM C76- LATEST) 1.43%
S III 24 O RING
24" CLASS III 0 -RING RCP
INVERT = 372.00
8" PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR APPROVED
EQUAL. THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA C -504
SEC. 5.5, AND SHALL BE
OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
APPPnYI►AATP 1 r)rATl!]hi
CONCRETE CRADLE
(SEE DETAIL SHEET SW -11)
COMPACTED BERM SECTION
(SEE BERM AND SOIL
COMPACTION SPECIFICATIONS
ON SHEET SW -1A)
KEY TRENCH (SEE BERM AND
SOIL COMPACTION SPECIFICATIONS,
DETAIL SHEET SW -1A)
KEY TRENCH TO BE PROVIDED
PER THE DIRECTION OF THE SITE
GEOTECHNICAL ENGINEER
SWW# 1 PERMANENT DAM CROSS SECTION
N.T.S.
w
PROPOSED GRADE
NON -WOVEN GEOTEXTILE FABRIC
SHALL BE PLACED AROUND EACH
JOINT OF THE 24 "0 O -RING RCP
BARREL IN 2' WIDE STRIPS
CENTERED ON JOINT.
SPILLWAY FILTER
(SEE DETAIL SHEET
SW -1 H)
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET SW -1 H)
12" COVER
(MIN.)
,INV 24 "0 0 -RING
RCP = EL. 370.0
VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIPRAP
121 X 14'W X 22" THICK
D50 = 8"
(SEE DETAIL SHEET SW -1 H)
SVJW#3 PERMANENT DAM CROSS SECTION
N.T.S.
1 \V I 11 \i..l�_ I '___ ­6 -INV
SOIL COMPACTION SPECIFICATIONS,
DETAIL SHEET SW -1A)
KEY TRENCH TO BE PROVIDED
PER THE DIRECTION OF THE SITE
GEOTECHNICAL ENGINEER
)ISSIPATOR
SS 'B' RIPRAP
W X 22" THICK
L SHEET SW -1H)
FINAL DRAWING - RELEASED FOR CONSTRUCTION

4"
INV = EL. 325.0 (12"
SIPHON TO EXTEND 12" UP FR
FACE
(SEE DETAIL SHEET SW -1G FOR f
TOP OF DAM = EL. 332.00
100 —YEAR STORM = EL. 330.43
10 —YEAR STORM = EL 328.99
TOP OF RISER = EL 328.30
1 —YEAR STORM = El - 328.21___
1" WATER QUALITY STORM = EL. 327.36
NORMAL WATER SURFACE EL. = 326.00
4.0" SIPHON INVERT AT RISER = EL. 325.
1 —FT KEODW
24 "0 0 —RING RCP INVERT = EL. 322.50
0
ro
t
TOP OF DAM = EL 326.00
8 "0 EMERGENCY DIP DRAIN
WITH TRASH RACK
(SEE DETAIL SHEET SW -1 H)
CONC
ANTI — FLOTATION BI
'r^n Ar• UAKInLllArri T/1 CVTCAIII
4 "0 PVC SIPHON.
INV = EL. 319.0 (12" BELOW NWSE)
SIPHON TO EXTEND 12" UP FROM THE INSIDE
FACE OF THE RISER
(SEE DETAIL SHEET SW -1G FOR SIPHON DETAIL)
100 —YEAR STORM = EL. 324.28
10 —YEAR STORM = EL. 323.42
TOP OF RISER EL 323.00
1 -YEAR STORM = EL_ 322.05
1" WATER QUALITY STORM = EL. 321.19
NORMAL WATER SURFACE EL. = 320.00
0" SIPHON INA,4ER Z AT RISER = EL. 319.00
24 "0 0 -RING RCP INVERT = EL. 316.50
c
0
N
c
U_
0
°o
0
C7
Y
C7
Y
y
U
U7
O
IL
x
8 "0 EMERGENCY DIP DRAIN--" I
WITH TRASH RACK _
(SEE DETAIL SHEET SW -1 H)
J-1 CONCRETE
ANTI — FLOTATION BLOCK
8" DIP DRAWDOWN
DRAIN (0 0.00 %)
INV. = 316.50
SHALL BE A M &H STYLE 820
X— CENTRIC VALVE OR APPROVED
EQUAL THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA C -504
SEC. 5.5, AND SHALL BE
OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
APPROXIMATE LOCATION
OF EXISTING GROUND
TOP OF HANDWHEEL TO EXTEND
1 —FOOT ABOVE TRASH RACK
TRASH RACK
(SEE DETAIL SHEET SW -1 D)
/—CONCRETE COLLAR
(TO BE CONSTRUCTED IN
THE FIELD BY THE CONTRACTOR,
SEE DETAIL SHEET SW -1G)
o
6" COVER
(MIN.)
24" CLASS 111 0 —RING RCP
INVERT = 316.50
8" PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
X— CENTRIC VALVE OR APPROVED
EQUAL. THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA C -504
SEC. 5.5, AND SHALL BE
OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
rtm i nt uimr_ w ivry yr inn ai i n
GEOTECHNICAL ENGINEER
SWAff#5 PERMANENr DAM CROSS SECTION
N.T.S.
10 FT. WIDE MINIMUM
PROPOSED GRADE
3
1 SPILLWAY FILTER
1 (SEE DETAIL SHEET
SW -1 H)
12" COVER
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET SW -1H)
55 LF CLASS III 24 "0 O —RING RCP (ASTM C76— LATEST) ® 0.91%
d -
a� s
;r.
'•b •
:r'•:.4
KEY TRENCH (SEE BERM AND —
SOIL COMPACTION SPECIFICATIONS,
DETAIL SHEET SW -1A)
KEY TRENCH TO BE PROVIDED
PER THE DIRECTION OF THE SITE
GEOTECHNICAL ENGINEER
.2 j ~ v 1 i .� -
-3�
SVJW #6 PERMANENIr DAM CROSS SECTION
N.T.S.
NON —WOVEN GEOTEXTILE FABRIC
SHALL BE PLACED AROUND EACH
JOINT OF THE 24 "0 0 —RING RCP
BARREL IN 2' WIDE STRIPS
CENTERED ON JOINT.
CONCRETE CRADLE
(SEE DETAIL SHEET SW -11)
INV 24 "0 O —RING
RCP = EL. 316.0
>TD. 838.80
—1H)
{IMATE LOCATION
STING GROUND
DISSIPATOR
LASS 'B' RIPRAP
4'W X 22" THICK
"
AIL SHEET SW -1 H)
VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIPRAP
12'L X 14'W X 22" THICK
D50 = 8"
(SEE DETAIL SHEET SW -1 H)
FINAL DRAWING — RELEASED FOR CONSTRUCTION

TOP OF HANDWHEEL TO EXTEND
4 "0 PVC SIPHON 1 -FOOT ABOVE TRASH RACK
INV = EL. 351.0 (12" BELOW NWSE)
SIPHON TO EXTEND 12" UP FROM THE INSIDE TRASH RACK
FACE OF THE RISER
(SEE DETAIL SHEET SW -1G FOR SIPHON DETAIL) (SEE DETAIL SHEET SW -1 D)
TOP OF DAM = EL. 358.00
CONCRETE COLLAR
/-rte nr �r.unTn� ���rrn w
TOP OF RISER = EL. 355.00 10 -YEAR STORM = EL. 355.27
1 -YEAR STORM = FI 353_79
1- WATER QUALITY STORM = EL. 353.07
NORMAL WATER SURFACE EL. = 352.00
4.0- §IPHON INVERT AT RISER = EL. 351.00
(1-Fr BELOW NWSE)
8 "0 EMERGENCY DIP DRAIN
WITH TRASH RACK
(SEE DETAIL SHEET SW-11H)
CONCRETE --` _8" PLUG VALVE. THE VALVE
ANTI - FLOTATION BLOCK SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR APPROVED
EQUAL. THIS VALVE SHALL BE IN
8" DIP DRAWDOWN ACCORDANCE WITH AWWA C -504
DRAIN (0 0.00%) SEC. 5.5, AND SHALL BE
INV. = 346.50 OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
Z" PVC CAP WITH-
SCREW TYPE PLUG
TOP EL. = A
SEE CHART ABOVE
FOR TOP ELEV.)
12"
INVERT THROUGH RISER EL. = B
(SEE CHART ABOVE FOR
INV. THROUGH RISER)
12°
BOTTOM EL. = C
Z" PVC CAP WITH
D "O DRILLED ORIFICE
(SEE CHART ABOVE FOR
ORIFICE DIAMETER)
Z" SOLID BRICK
(BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECAST STRUCTURE USING
BRICK TIES WITH NO VOID
SPACE BETWEEN
ip
a-
p
12" MIN.
••4
�4
•L
p
•d
rFinsE i
3ECISON 1
PHASE 1
3EC1iON 2
APPROXIMATE LOCATION
OF EXISTING GROUND
NOTES:
1. ALL REBAR TO BE #4 REBAR.
1 5.0'
Z "O PVC SIPHON 3"
INV. EL. = E CLEARANCE
TO OUTSIDE
(SEE CHART ABOVE FOR OF #4
INV. ELEV.) REBAR)
Z "0 PVC SIPHON
INVERT EL. = E (NWSE)
(SEE CHART ABOVE FOR
INV. ELEV.)
12"
If
4 d• 4
p
$ 4 d. as .
d ° A. ° - ' ° CONCRETE ANTI- FLOTATION
°'• BLOCK
PROPOSED GRADE
SIPHON O[J17.ET DETAII.
N.T.S.
3.625'
1.0'
ANCHOR
DEPTH
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
3" CLEARANCE
TO OUTSIDE OF
e
e 'ned. e
..mod.
- a•e.
.e a
24" 0 -RING 4 4.375'
RCP d
e � d.
a a
e
- A.
4
'e •c G • • .'a -d .' : q . .
a a e.• -e c- e � .. d• t
e da
4" 3.8' 4"
(CENTER TO (CENTER TO (CENTER TO
CENTER) CENTER)) CENTER)
7ii%
FRONT W
3" ANCHOR DEPTH
PRECAST
STRUCTURE WALL
#4 REBAR ANCHORS. -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
= II�Z�ii
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
1' DEPTH
- -- -3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
mp
d 3" CLEARANCE
_ TO OUTSIDE OF
#4 REBAR)
4 y
a 24" O -RING
RCP
' e
f e
-d-•a e e e '
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR}
E ANTI - FLOTATION SIDE VIEW
CONCRETE COLLAR DETAIL
N.T.S.
5.5" CENTER TO
CENTER
epi 12" ANCHOR DEPTH
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI - FLOTATION
BLOCK
COMPACTED BERM SECTION
(SEE BERM AND SOIL
COMPACTION SPECIFICATIONS
ON SHEET SW -1A)
NON -WOVEN GEOTEXTILE FABRIC
SHALL BE PLACED AROUND EACH
JOINT OF THE 24 "0 O -RING RCP
BARREL IN 2' WIDE STRIPS
CENTERED ON JOINT.
SPILLWAY FILTER
(SEE DETAIL SHEET
SW -1 H)
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET SW -1 H)
`-- VELOCITY DISSIPATOR
INV 24 "0 0 -RING NCDOT CLASS 'B' RIPRAP
RCP = EL. 346.0 12'L X 14'W X 22" THICK
D50 = 8"
(SEE DETAIL SHEET SW -1 H)
MWENSION
SWW #
A
S
C nM
D C1LES
E WEM
Z CH ES
1
380.17
379.00
378.17
3.0
380.00
4.0
3
362.17
361,00
360.17
4.5
362.00
6.0
5
326.17
325.00
324.17
4.0
326.00
4.0
6
320.17
319.00
318.17
4.0
320.00
4.0
8
352.17
1 351.00
1 350.171
2.5
1 352.00
4.0
Z" PVC CAP WITH-
SCREW TYPE PLUG
TOP EL. = A
SEE CHART ABOVE
FOR TOP ELEV.)
12"
INVERT THROUGH RISER EL. = B
(SEE CHART ABOVE FOR
INV. THROUGH RISER)
12°
BOTTOM EL. = C
Z" PVC CAP WITH
D "O DRILLED ORIFICE
(SEE CHART ABOVE FOR
ORIFICE DIAMETER)
Z" SOLID BRICK
(BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECAST STRUCTURE USING
BRICK TIES WITH NO VOID
SPACE BETWEEN
ip
a-
p
12" MIN.
••4
�4
•L
p
•d
rFinsE i
3ECISON 1
PHASE 1
3EC1iON 2
APPROXIMATE LOCATION
OF EXISTING GROUND
NOTES:
1. ALL REBAR TO BE #4 REBAR.
1 5.0'
Z "O PVC SIPHON 3"
INV. EL. = E CLEARANCE
TO OUTSIDE
(SEE CHART ABOVE FOR OF #4
INV. ELEV.) REBAR)
Z "0 PVC SIPHON
INVERT EL. = E (NWSE)
(SEE CHART ABOVE FOR
INV. ELEV.)
12"
If
4 d• 4
p
$ 4 d. as .
d ° A. ° - ' ° CONCRETE ANTI- FLOTATION
°'• BLOCK
PROPOSED GRADE
SIPHON O[J17.ET DETAII.
N.T.S.
3.625'
1.0'
ANCHOR
DEPTH
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
3" CLEARANCE
TO OUTSIDE OF
e
e 'ned. e
..mod.
- a•e.
.e a
24" 0 -RING 4 4.375'
RCP d
e � d.
a a
e
- A.
4
'e •c G • • .'a -d .' : q . .
a a e.• -e c- e � .. d• t
e da
4" 3.8' 4"
(CENTER TO (CENTER TO (CENTER TO
CENTER) CENTER)) CENTER)
7ii%
FRONT W
3" ANCHOR DEPTH
PRECAST
STRUCTURE WALL
#4 REBAR ANCHORS. -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
= II�Z�ii
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
1' DEPTH
- -- -3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
mp
d 3" CLEARANCE
_ TO OUTSIDE OF
#4 REBAR)
4 y
a 24" O -RING
RCP
' e
f e
-d-•a e e e '
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR}
E ANTI - FLOTATION SIDE VIEW
CONCRETE COLLAR DETAIL
N.T.S.
5.5" CENTER TO
CENTER
epi 12" ANCHOR DEPTH
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI - FLOTATION
BLOCK
COMPACTED BERM SECTION
(SEE BERM AND SOIL
COMPACTION SPECIFICATIONS
ON SHEET SW -1A)
NON -WOVEN GEOTEXTILE FABRIC
SHALL BE PLACED AROUND EACH
JOINT OF THE 24 "0 O -RING RCP
BARREL IN 2' WIDE STRIPS
CENTERED ON JOINT.
SPILLWAY FILTER
(SEE DETAIL SHEET
SW -1 H)
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET SW -1 H)
`-- VELOCITY DISSIPATOR
INV 24 "0 0 -RING NCDOT CLASS 'B' RIPRAP
RCP = EL. 346.0 12'L X 14'W X 22" THICK
D50 = 8"
(SEE DETAIL SHEET SW -1 H)
Mme.' ; � icel vilk PY.0 0 c•)z 8111 D OF*11 P
FINAL DRAWING - RELEASED FOR CONSTRUCTION
1" THICK JOINT
FILLER MATERIAL
4
° l
p
4 "0
FLOW
24 "0 O -RING RCP
FLOW
a' d
I •. g2c
e . d
p.
'e
e A. d•
d. p
p e d ° ' 'o
A •'d -
-
_ -
1" THICK JOINT
1" THICK JOINT
FILLER MATERIAL
FILLER MATERIAL
CONCRETE
CONCRETE ANTI - FLOTATION
ANTI - FLOTATION
BLOCK
BLOCK
Mme.' ; � icel vilk PY.0 0 c•)z 8111 D OF*11 P
FINAL DRAWING - RELEASED FOR CONSTRUCTION

NOTES:
1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND
SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A MINIMUM
4" THICK LAYER OF STONE ( NCDOT #57) UNDERLAIN WITH MIRAFI
FILTER WEAVE 700 OR APPROVED EQUIVALENT
ENDWf
NCDOT STD.
(SEE
24 "0 0 -RING RCP
AL
4.0' WIDE (I
#6 REBAR PERIMETER FRAME
4' x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
14" (TYP.)
2.03'
r
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
T
0
is
c
4
L'
(SEE CHART ABOVE
FOR LENGTH)
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL)
24 "0 0 -RING RCP
A W'(SEE CHART
ABOVE FOR WIDTH)
FILTER BLANKET
(SEE NOTE)
.. i • . CoRi
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
a AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
o °
2 LF
8 "0 DIP °
o
SEMON A A
0,86' ----�
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIRE —,
FABRIC (EACH SIDE & TOP OF
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
° `-8" PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
°.- • 4 a ° X- CENTRIC VALVE OR
• 4 ' ENGINEER APPROVED EQUAL.
THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
a° ° C -504 SEC. 5.5, AND SHALL
4 ° BE OPERABLE FROM TOP OF
8 "� DIP DRAIN PIPE OUTLET STRUCTURE VIA A
CONTRACTOR SHALL CORE- DRILLHANDWHEEL. #6 REBAR PERIMETER FRAME
0.86' THE HOLE FOR THE 8 "0 DIP IN
(CENTER TO CENTER) THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
2.00'
v
om
H� Z
�V)00
r~O -n -1fA
m z s --I
c:;' D y m
2(nC)0
z"vr -n
O
-<
cn
Z
_1
m "a m
c') .= O
M
Z 0
F- > cl)
m 2
cn
N --i
= 0 z
70ZD
-4 0
N m D
M
*
m Z Z
to
o
A O
cn
m
Wi (FT.)
n
a
rfrnsE i
SECIION 1
PHASE 1
SECIION 2
LAYER OF CLASS "B" RIP -RAP
=E CHART ABOVE FOR THICKNESS)
FILTER BLANKET
DIIM[EN3ION
SWMF #
L ME11
W
T O3CiIES
1
12
14
22
3
12
14
22
5
12
14
22
s
iz
14
za
$
12
14
za
FILTER BLANKET
(SEE NOTE)
.. i • . CoRi
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
a AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
o °
2 LF
8 "0 DIP °
o
SEMON A A
0,86' ----�
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIRE —,
FABRIC (EACH SIDE & TOP OF
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
° `-8" PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
°.- • 4 a ° X- CENTRIC VALVE OR
• 4 ' ENGINEER APPROVED EQUAL.
THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
a° ° C -504 SEC. 5.5, AND SHALL
4 ° BE OPERABLE FROM TOP OF
8 "� DIP DRAIN PIPE OUTLET STRUCTURE VIA A
CONTRACTOR SHALL CORE- DRILLHANDWHEEL. #6 REBAR PERIMETER FRAME
0.86' THE HOLE FOR THE 8 "0 DIP IN
(CENTER TO CENTER) THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
2.00'
v
om
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Wi (FT.)
n
a
rfrnsE i
SECIION 1
PHASE 1
SECIION 2
LAYER OF CLASS "B" RIP -RAP
=E CHART ABOVE FOR THICKNESS)
FILTER BLANKET
W2 (FT.
H2
Hi H1
V -0"
).C.(TYP_)
�. :R TO CHART
FOR BAR SIZE
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
8 "0 DIP DRAIN PIPE
MINIMUM
CONTRACTOR SHALL CORE -DRILL
Z
THE HOLE FOR THE 8 "0 DIP IN
MIN. /MAX.
THE FIELD. PRECASTER SHALL
PIPE DIA.
OMIT REINFORCEMENT IN THIS
Hi(FT.)
AREA
D (FT.)
6" MIN. WALL 8" PLUG VALVE. THE VALVE
H
F— Q
THICKNESS SHALL BE A M &H STYLE 820
#5 @ 8"
X- CENTRIC VALVE OR
2.00/3.75
APPROVED EQUAL. THIS VALVE
3.00/3.75
SHALL BE IN ACCORDANCE
1.25
WITH AWWA C -504 SEC. 5.5,
1.25/2.00
AND SHALL BE OPERABLE
°
FROM TOP OF OUTLET
THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STRUCTURE VIA A HANDWHEEL.
#5 @ 8"
1.25/2.00
4
STANDARDS: 838.21, 838.27, 838.33 AND 838.39.
LL —1
6.50/6.75
2.0
2 LF 8 "0 DIP
INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
0 0 c =
CC .
1.75/2.50
a
7.50/8.25
CONTRACTOR SHALL SEAL THE PIPE
W ¢ LL =
PENETRATION USING A RUBBER BOOT
4.00/6.00
AND STAINLESS STEEL HARDWARE
USE 4000 PSI CONCRETE.
Q V cG O H
W2 (FT.
H2
Hi H1
V -0"
).C.(TYP_)
�. :R TO CHART
FOR BAR SIZE
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
8" O.C.(TYP.)
Err REFER TO CHART
FOR BAR SIZE NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT 8" HAVE
SIDE TO INCREASEHTHISNBARCSIZEWASLNEEDED .HE OPTION
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN. /MAX.
Z
MIN. /MAX.
MIN. /MAX.
MIN. /MAX.
PIPE DIA.
o�
Hi(FT.)
H2(FT.)
D (FT.)
W1
H
F— Q
1.0
#5 @ 8"
NOTES:
2.00/3.75
¢
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
D
6"
*
THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
H CD�?
#5 @ 8"
1.25/2.00
3.00/4.25
STANDARDS: 838.21, 838.27, 838.33 AND 838.39.
LL —1
6.50/6.75
2.0
*
INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
0 0 c =
CC .
1.75/2.50
4.00/4.25
7.50/8.25
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
W ¢ LL =
2.50/3.50
4.00/6.00
2.00/3.00
USE 4000 PSI CONCRETE.
Q V cG O H
3.0
#5 @ 8"
*
PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
F_ _ ~ Z w
5.25/5.75
11.50/11.75
3.5
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
3.25/4.50
6.00/6.75
3.25/3.50
6.0016.75
TO ASTM A185 WITH 2" MIN. CLEARANCE.
O Q G Q
<
o
3.50/4.50
*
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
z
13.00/13.25
4.5
H2
OSHA STANDARD 1926.704.
F' t>
CL
3.25/4.00
7.0019.25
*
PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
W
4.50/5.00
7.00/8.50
3.25/4.00
CONTRACTOR
c
h 0
5.5
—
*
*
ALL ELEMENTS PRECAST TO MEET ASTM C913.
WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
3.25/4.00
— — — —
14.00/15.75
6.0
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
4.50/5.00
T
—I—
3.25/4.00
*
CHAMFER ALL CORNERS 1`+ OR HAVE A RADIUS OF 1 ".
8" O.C.(TYP.)
Err REFER TO CHART
FOR BAR SIZE NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT 8" HAVE
SIDE TO INCREASEHTHISNBARCSIZEWASLNEEDED .HE OPTION
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN. /MAX.
MIN. /MAX.
MIN. /MAX.
MIN. /MAX.
MIN. /MAX.
PIPE DIA.
BAR SIZE
Hi(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.5016.75
1.50
#5 @ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5 @ 8"
1.50/2.50
4.0014.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 8"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.0016.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.0019.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @ 8"
4.50/5.00
7.5018.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
1 7.75/9.25
14.75/16.75
LLJ
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NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL.
O >_
E
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
¢ ¢
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THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE
USE OF SUCH STEPS.
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PLAN
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IL
z
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CAST IRON
z
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ELEVATION
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1 /4"
#6 BAR OR
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PLAN
I POLYPROPYLENE
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ELEVATION
COMPOSITE
PLAN
SIDE
ELEVATION
w �
N
_'
1
ini
REINFORCING STEEL
12"
E L EVAT I OON-
#3 DEFORMED
12" _
NOTE :
DO NOT USE IN
STEEL ROD
SECTION A -A
°
ELEVATION
SANITARY SEWER MANHOLES.
SHEET 1 OF 1
SHEET 1 OF 1
$40.66
840.66
low 4' -0"
MAMENMCE ACCFZS MPS
N.T.S.
4' -i
ENDWALL PER NCDOT STD. 838.80
MODIFIED TO ACCOMODATE 4" WEEPHOLES
(SEE DETAIL)
NOTE: 4" WEEPHOLES TO BE PROVIDED WITH
VARMINT GUARD ON DOWNSTREAM SIDE AND
GALVANIZED HARDWARE CLOTH ON UPSTREAM
SIDE (Y" MAXIMUM OPENINGS)
4DWALL PER
'DOT STD. 838.80
;EE DETAIL)
8' -7.5"
2' -7.5" O.D. _
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL)
PHOLES ON EACH SIDE OF
4 "0 WEEPHOLE PIPES SHALL BE
TED THROUGH THE SPILLWAY FILTER
.ID OUTSIDE THE SPILLWAY FILTER.
... , , ..,,SHED STONE ENCASED IN
NON -WOVEN GEOTEXTILE FABRIC (MIRAFI 18ON
OR EQUIVALENT). NON -WOVEN GEOTEXTILE
FABRIC OVERLAP TO BE A MINIMUM 2' IN THE
DOWNSTREAM DIRECTION.
• . 10 h1iAy,84 1 i
SHED STONE
I NON -WOVEN
FABRIC (MIRAFI
QUIVALENT)
67.5"
_ _ _ _ SIDE OF
ENCASED IN NON -WOVEN SPILLWAY - INVERTS OF 4 "0 WEEPHJFILTER
GEOTEXTILE FABRIC (MIRAFI BE PLACED Fw2" ABOVE INVERT OF
18ON OR EQUIVALENT) 4 "0 WEEPHOLE PIPES SHALL BE
PERFORATED THROUGH THE SPILLWAND SOLID OUTSIDE THE SPILLWAY FINAL DRAWING — RELEASED FOR CONSTRUC

NOTES:
1. ALL TIE BARS(U -BARS) ARE #3 (AS LABELED) REBAR(GRADE 60) SPACED AT 10 FT. CENTER TO CENTER
ALONG THE LENGTH OF THE CRADLE.
2. MAINTAIN A MIN. COVER OF 3" OF CONCRETE (TO THE OUTSIDE OF THE REBAR) FOR ALL REINFORCEMENT.
3. TRENCH TO BE BACKFILLED IN 4" LOOSE LIFTS PRIOR TO COMPACTION WHEN COMPACTION IS BY MANUALLY
OPERATED OR LIGHT EQUIPMENT. BACKFILL IS IN 8" LOOSE LIFTS PRIOR TO COMPACTION WHEN CONDUCTED BY
HEAVY EQUIPMENT. MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24 "0 RCP BEFORE DRIVING OVER WITH
HEAVY EQUIPMENT.
4. ANY DEVIATION FROM THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER PRIOR
TO IMPLEMENTATION.
5. SUPPORT BLOCKS /CHAIRS SHOULD NOT BE LOCATED AT PIPE JOINTS. RATHER, SUPPORT BLOCKS /CHAIRS
SHOULD BE PLACED NO CLOSER THAN 2' FROM JOINTS TO ALLOW FREE FLOW OF CONCRETE AROUND JOINTS.
1 \
1
(MIN.)
6.75"
15.75"
12" M
4 4 Q
:4
. Q •'• ° 'd .4 .
.. a •.q .a
q .
• 4 .
• . a
. 4 4•.
67.5" MIN.
24 "0 O -RING RCP
4
d .d•
4 - 4 a..
Ao q
A 4 a °
a
44 4 •a d d
A °
, d
4 °
4 dq d, d
.4 d
• a '
i, d
q••e A .d- d
'd
.4
a
14 •4
5.94"
C/C (TYP.
TEMPORARY SEEDING SCHEDULE
8" (TYP.)
�•- --C V 4. tl •.
A
c'
.4,
4' A
4' - d
a d .
.d
e.. e d -d
ad
e 'A -A I
4 4 -
V- 4
d 4' tl d
.q d d
< • 4
d '° d d °.
°d <• a'.
a a° 4 qo
4• d.
24" CONCRETE CRADLE DETAIL
N.T.S.
SEEDING DATE SEEDING MIXTURE
APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN)
120 LBS /AC
KOBE LESPEDEZA
50 LBS /AC
MAY 1 - AUG 15 GERMAN MILLET
40 LBS /AC
AUG 15 - DEC 30 RYE (GRAIN)
120 LBS /AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
750 LB /AC 10 -10 -10 FERTILIZER (FROM AUG 15 - DEC 30, INCREASE 10 -10 -10 FERTILIZER TO 1000 LB /AC).
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: REFER11UZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB /AC
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER
BEYOND JUNE 15, OVERSEED WITH 50 LB /AC KOBE LESPEDEZA IN LATE FEBRUARY
OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO, USE THE PERMANENT
SEEDING SCHEDULE.
$l.
C
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
0- SEEDING DATE SEEDING MIXTURE APPLICATION RATE
Im AUG 25 - OCT (BEST) TALL FESCUE 200 LBS /AC
n 1 FEB - APR 15 (POSSIBLE)
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
1000 LB /AC 10 -10 -10 FERTILIZER.
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL
TESTS OR APPLY 150 LB /AC 10 -10 -10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2 -4 INCHES.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
RIPARIAN / UPLAND SEED MIX
Riparian & Upland
Botanical Name
Common Name
Height (Fr.)
WIS *
Light Requirement
% of Mix
Mix 2
Panicum rigidulum
red-top panicgtass (NC ecotype)
15
FACW
sun
20
Rate 15 lbsJacre
Schizachyriumscoparium
camper little blue stem
3
FACU
sun
20
Coreopsis lameolota
lance - leaved coreopsis (NC ecotype)
2
UPL
sun
10
Rudbeckia hirta
black -eyed susan (NC ecotype)
2
FACU
sun
10
ChamaecrWafasiculato
partridge pea
2
FACU
sun
5
Panicum anceps
beaked pardegrass (MA ecotype)
4
FAC-
part shade /shade
5
Chasmanthiun: latifolium
river oats (WV ecotype)
.4.5
FAC-
part sbade/sbade
3
Dichantheh mclandestinum
deer tongue
2
FACW
sun/part shade
3
Elymus virginkus
Virginiawild rye
3
FAC
sun/part shade /shade
3
1,2
Heleniuma wmnale
common saeezeweed (VA ecotype)
5
FACW
sun
3
1.2
Heliaruhus angusti(olius
swamp sunflower (NC ecotype)
5.5
FAC+
sun/part shade
3
Parthenwm integrifohum
wild quinine (VA ecotype)
- 4
N/A
sun/part shade
3
Fe-t-on laevigatus
Appalachian beardtongue (SC ecotype)
3
FAC
sun/putshade
3
7ridensflavus
purple top (`Sather', NC ecotype)
2.5
FACU
sun
3
Monarda punctata
spotted beebalm (SC ecotype)
3 -5
FAC
sun/put shade
2
3, 4, 5
l crnonia ,70_boracencis
lronweed (` Suther', NC ecotype)
6.5
FAC+
sun/part shade
2
3, 4, 5, 6
Agrostis perennans
upland bentgrass
3.5
FACU
sun/part shade
I
Bidens aristosa
tickseed sunflower (NC ecotype)
3.5
FACW
sun/part shade
I
100
ARREL PIPE CONCRETE CRA
10
1. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION SEQUENCE (SEE DETAIL SHEET
SW -1A), THEN BRING GRADE OF DAM EMBANKMENT TO SPRINGLINE OF PIPE ELEVATION. IF
OPTION B IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION SEQUENCE (SEE DETAIL SHEET
SW -1A), THEN CONSTRUCT FORMWORK FOR CONCRETE CRADLE ON EXISTING GRADE.
2. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION SEQUENCE (SEE DETAIL SHEET
SW -1A), THEN EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS. IF
OPTION B IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION SEQUENCE (SEE DETAIL SHEET
SW-1A), PROCEED TO STEP 3 BELOW.
3. PLACE REINFORCING STEEL AND JOINT FILLER MATERIAL PER DRAWINGS.. ALL REINFORCING
STEEL SHALL HAVE A MINIMUM OF 3" OF CONCRETE COVER (INCLUDING TIES).
4. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP EXPOSED
PORTIONS OF JOINTS WITH 2 -FT WIDE STRIPS OF FABRIC AT THIS STEP.
5. POUR CONCRETE CRADLE ON PREPARED SUBGRADE APPROVED BY GEOTECHNICAL ENGINEER.
CONCRETE SHALL FILL EN11RE AREA UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS
UNDER THE PIPE. POUR ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS OR AS INDICATED BY GEOTECHNICAL
ENGINEER BEFORE ANY VIBRATING COMPAC11ON EQUIPMENT IS USED IN THE VICINITY OF THE
BARREL PIPE.
REBAR (GRADE 60)
#3 REBAR TIES (U -BARS)
SPACED AT 10 FT. ON CENTER
18" C/C
(TYP.)
/ 1
1
(MIN.)
3" F/ROTFO#N6 OF CRADLE
TO C REBAR
3" COVER (MIN.)
TO OUTSIDE OF #3
TIE BAR (TYP.)
BARREL PIPE CRADLE MATERIAL SPECIFICATIONS
CONCRETE
• COMPRESSIVE STRENGTH OF 3500 PSI AT 28 DAYS
• APPROVED MIX DESIGN
• 4 -6% AIR ENTRAINED
• MAXIMUM MIX TO POUR TIME OF 90 MINUTES
• FOUR CYLINDERS SHALL BE PREPARED FOR TESTING FOR EACH LIFT. ONE
SHALL BE TESTED AT SEVEN DAYS, TWO AT 28 DAYS, AND THE FOURTH SHALL
BE HELD FOR 56 DAYS.
• A MINIMUM OF 3" OF CONCRETE COVER ON ALL STEEL IS REQUIRED (INCLUDING
TIES).
• CONCRETE TO BE VIBRATED VERTICALLY. WET CONCRETE SHALL NOT BE MOVED
HORIZONTALLY WITH THE VIBRATOR.
STEEL
• ALL STEEL TO BE GRADE 60.
• ALL STEEL SHALL BE FREE OF RUST OR OTHER DEBRIS THAT MIGHT PREVENT
BONDING TO THE CONCRETE.
• ALL STEEL SHALL BE BENT WITH A MINIMUM RADIUS OF 3DB (1.13" FOR #3) AS
SHOWN ON THE DRAWINGS.
• THE #6 BARS IN THE CONCRETE CRADLE SHALL BE SPLICED WITH A MINIMUM
OVERLAP OF 32 ". THE SPLICES SHALL BE SPACED SUCH THAT NO TWO SPLICES
OCCUR WITHIN THE SAME LENGTH OF PIPE.
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2. RIP THE EN11RE AREA TO 6 INCHES DEPTH.
3, REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UN11L A WELL- PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. Insure that roots, once removed from pot, are straightened and face downward.
B. Create planting area for each plant and excavate pit.
C. Place plants in pit insuring roots are facing completely downward.
D. Heel in soil arouond plant and proceed to next planting location.
E. Newly planted plants need to be fastened to the substrate for the establishment
of new roots.
F. Roots shall be spread in their normal position. All broken or frayed roots hall be
cut off cleanly.
G. The diameter of the pits for all vegetative stock shall be at least three times the
diameter of the root mass. Plant pit wall shall be scarified prior to plant
installation.
H. Set the plants upright, in the center of the pit. The bottom of the root mass
should be resting on undisturbed soil.
I. Place the backfill around the base and sides of the root mass, and work each
layer to settle backfill and to eliminate voids and air pockets. When pit is
approximately 2/3 full, water thoroughly before placing remainder of the backfill.
Water again after placing final layer of backfill.
J. Broken or damaged parts will be cut back to undamaged tissue, leaving as much
green basal tissue as possible above the roots. If more than fifty percent (507.)
of the plant is damaged then contractor shall replace the plant.
CONTAINER STOCK / BARE ROOT
A. Stock shall have been grown in a container long enough for the root system to
have developed sufficiently to hold its soil together once removed from the
container.
B. Container plants will need to be watered regularly and placed in shady conditions
until planting occurs.
C. Bare root plants are for immediate planting, otherwise see D) below.
D. If bare roots specimens are not to be planted within four (4) days, temporary
holding of bare root specimens are to be covered entirely by a suitable medium
(etc. soil, sawdust, mulch or the like) and watered regularly so as to not dry out.
PLANT LOCATIONS
A. New plantings shall be located where shown on plan except where changes have
been made in proposed construction.
B. Necessary adjustments shall be made only after approval by the owner or the
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WATER
Water shall be potable and shall not contain elements toxic to plant life.
FINAL DRAWING - RELEASED FOR CONSTRUCTION

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