20091346 Ver 2_Stormwater Info_20100225

Since 1979
THE JOHN R. McADAMS COMPANY, INC.
NEW ILL PLACE - PHASE 1
HOLLY SPRINGS, NORTH CAROLINA
PRELIMINAR Y STORMWA TER IMPACT ANALYSIS
K ,G-08020
September 2008
iesearch Triangle Park, NC
lost Office Box 14005
lesearch Triangle Park,
forth Carolina 27709
1905 Meridian Parkway
)urham, North Carolina 27713
300-733-5646
319-361-5000
319-361-2269 Fax
charlotte, NC
3701 Carmel Road
Suite 205
'harlotte, North Carolina 28226
300-733-5646
704-527-0800
704-527-2003 Fax
Nilmington, NC
3904 Oleander Drive
3U` ?
,rth Carolina 28403
300-, - J
)10-799-8181
)10-799-8171 Fax
Beth Ihnatolya, PE
Project Engineer
PNww.johnrmcadams.com Design Services Focused On Client Success

NEW HILL PLACE - PHASE 1
Development Plan - Preliminary Stormwater Impact Analysis
Proiect Description and Summa
Located adjacent to N.C. Highway 55, at its northwest intersection with New Hill Road (S.R.
1152) in Holly Springs, North Carolina, is the proposed commercial development currently
known as New Hill Place. Proposed development on this approximately 167-acre site consists of
the construction of commercial/retail buildings and outparcels, parking,.sidewalks, streets, along
with the associated infrastructure, utility, and stormwater management improvements.
Phase 1 of the overall development is located in the southwestern corner of the site and will
consist of approximately 73-acres. At this time, the development plan is being submitted for
Phase 1 of the overall development, with the future phases depicted as a temporary mass grade.
A stormwater master plan for the entire project was submitted with the overall Master Plan for
the 167-acre project, which was approved in May 2008. Please reference the approved Master
Plan stormwater impact analysis for the preliminary stormwater design for the future phases of
the overall development.
The proposed development is located within the Cape Fear River basin and will be subject to the
stormwater management requirements set forth in Section 8, Article 5 of the Town of Holly
Springs Code of Ordinances and the regulations listed within Town of Holly Springs "Policy and
Procedure Statements - Hydrologic Basin Models (P-018) ". Per Town of Holly Springs
regulations, stormwater management on this site shall address two primary issues: (1) peak
discharge rates and (2) water quality management. -The applicable regulations are listed below:
1. Town of Holly Springs Code of Ordinances -Section 8-232 - Development Standards
All development for which a land disturbance permit is required (20, 000 sgft. or greater of
disturbed area) shall implement Structural and Non-Structural BMPs that comply with each
of the following performance standards. The Structural and Non-Structural BMPs 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 a minimum, the I-Year,
24-Hour Storm (2.83 inches). Runoff volume drawdown time shall be a minimum of
twenty-four (24) hours, but not more than one hundred and twenty (120) hours.
2. The total nitrogen (TN) export limitations, in a manner consistent with the Neuse
Basin Rules, 15A NCAC 2B.0233, will be required throughout the Town and extra
territorial jurisdiction. The Town Council may establish Fee in Lieu for nitrogen
export and may amend and update the fees and policies from time to time. Fee costs
and policies will be outlined in the Design Manual.
3. A minimum of 85% average annual removal for Total Suspended Solids (TSS);
4. General engineering design criteria for all projects shall be in accordance with 15A
NCAC 2H.1008©, as. explained, in the Design Manual;
5. 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 the UDO.
2. Town of Holly Springs Policy & Procedure Statements -Hydrologic Basin Models (P-018)
The Town shall require hydrologic and hydraulic studies to be prepared (or updated,
whichever is applicable) for development which occurs upstream or downstream of existing
or potential drainage problems andlor flooding problems, as determined by the Director of
Engineering. If development is upstream or downstream of an existing flood study or basin
model then the flood study or basin model shall be modified This determination shall be
made by the Director of Engineering after an evaluation of the project and the downstream
basin with respect to the following information:
Reference to the Town's "Stormwater Complaints" map, with consideration of
the type and magnitude of complaints recorded;
The existence of known drainage problems as noted by the Town;
The existence of a previous or future town funded hydrologiclhydraulic study.
Once a determination has been made that a new development project is required to perform
a hydrologic or hydraulic study, such study may be accomplished by the following methods:
Contract with a qualified consultant with extensive experience in such studies. An
update (to include either new development or modification of existing development) of
the Town's existing flood study or drainage basin model may be required. The
consultant shall submit all input data and analysis results to the Town of Holly
Springs Engineering Department in a format as detailed by the Town (to include a
report and an electronic submittal on disk). In addition, the development will be
required to pay the reviewing fees to the Town. These fees shall be 10% of the total
cost of the study.
OR
Pay a fee-in-lieu to the Town of Holly Springs to conduct the analysis.
The hydraulic and hydrologic methods to be used in the studies must be currently acceptable
to the Town of Holly Springs. Once each study is approved by the Town, the information will
be used to analyze overall hydraulic and hydrologic conditions within the Town of Holly
Springs.
This report contains preliminary design calculations detailing the expected stormwater impacts as
a result of Phase 1 of the proposed development, along with preliminary designs of the proposed
stormwater management facilities within Phase 1 of the development that will be used to mitigate
the impacts. This preliminary analysis does not cover the entire 167-acre site area, as there are
portions of the proposed site that will be developed in the future. Please reference the approved
Master Plan Stormwater impact analysis for the preliminary Stormwater design for the future
phases of the overall development. The preliminary development plan stormwater impact
analysis calculations for the future site areas will be submitted in the future under. separate cover
once those phases move forward with development. Please refer to the appropriate section of
this report for the portions of the proposed site included within this analysis.
Calculation Methodolo
1. Rainfall data for the Holly Springs, NC region is derived from USWB Technical Paper
No. 40 and NOAA Hydro-35. This data was used to generate a depth-duration-frequency
(DDF) table describing rainfall depth versus time for varying return periods. These
rainfall depths were input into the meteorological model within HEC-HMS for peak flow
rate calculations. Please reference A he precipitation data section within this report for
additional information.
2. 'The l .year / 24-hour design storm is assumed to be a total rainfall depth of 2.83 inches,
assuming an SCS Type II rainfall distribution.
3. On-site topography used in the hydrologic analysis is from field survey information
performed by The John R. McAdams Company, Inc. Off-site topography used in the
hydrologic analysis is from LIDAR information downloaded from the North Carolina
Floodplain Mapping Program.
4. Using maps contained -within the Wake County Soil Survey, the on- and off-site soils
were determined to be from either hydrologic soil group (HSG) `B' soils or HSG `D'
soils. Since the method chosen to compute both pre- and post-development peak flow
rates and runoff volumes is dependent upon the soil type, care was taken when selecting
the appropriate Soil Conservation Service Curve Number (SCS CN).
Within each sub-basin, a proportion of each soil group was determined using NRCS Soil
Survey Maps. Once a proportion was determined, a composite SCS CN was computed
for each cover condition. For example, the pre-development condition of Sub-basin #113
consists of approximately 66.8% HSG `B' soils and,33.2% HSG `D' soils. Therefore, for
the open area cover condition, the composite SCS CN is computed as follows (assuming
good condition):
Composite Open SCS CN = (0.668 *61) + (0.332 *80) = 67
This type of calculation was done for each of the studied sub-basins in the pre- and post-
development condition in an effort to accurately account for the difference in runoff
between HSG `B' soils and HSG `D' soils.
5. In the pre-development condition, the times of concentration are calculated using SCS
TR-55 (Segmental Approach, 1986). The Tc flow path was divided into three segments:
overland flow, concentrated flow, and channel flow. The travel time was then computed
for each segment, from which the overall time of concentration was determined by taking
the sum of each segmental time.
6: The post-development times of concentration to each stormwater facility are assumed to
be 5 minutes in the post-development condition. This is a conservative assumption.
7. HEC-HMS Version 2.2.2, by the U.S. Army Corps of Engineers, is used to generate pre-
and post-development peak flow rates and model the proposed stormwater management
facilities.
8. Pondpack Version 8.0, by Haestad Methods, is used to generate the stage-discharge rating
curves for the proposed stormwater management facilities. These rating curves are then
input into HEC-HMS for routing calculations.
9. The stage-discharge rating curve, stage-storage rating curve., and stage-storage function
for the proposed stormwater -management facilities were all generated outside of HEC-
HMS and then input into HEC-HMS for preliminary routing calculations.
10. At this stage of the project. (i.e. Development Plan), the proposed stormwater
management facilities have not been. evaluated with respect to NC Dam Safety
regulations. During the final design of the proposed stormwater management facilities, a
determination must be made as to whether or not a significant hazard is posed by the
proposed stormwater management facilties. If it is determined that a significant hazard is
posed by the proposed facilities, NC Dam Safety will require the design to be submitted
for review/approval, upon which they may impose additional structural and hydraulic
design requirements above and beyond what is included within this preliminary
stormwater impact analysis.
11. 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 computed
using the Simple Method and a maximum ponding depth of 12-inches.
12. Velocity dissipaters will be provided at the. stormwater management facility principal
spillway outlets to prevent erosion and scour in these areas. The dissipaters are
constructed using rip rap, underlain with a woven geotextile filter fabric. The filter fabric
is used to minimize the loss of soil particles beneath the rip rap apron. The dissipaters are
sized for the 10-year storm event using the NYDOT method. It is a permanent feature of
the outlet structures.
13. 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:
1. 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.
14. Preliminary nitrogen export calculations were submitted and approved as part of the
overall Master Plan approval for the entire project in May 2008. Since the project is still
in the preliminary stages of development, revised nitrogen calculations were not included
in this submittal. During the construction drawing stage of the project, revised nitrogen
calculations will be submitted accounting for the final site layout, grading, drainage
breaks, and stormwater management facilities. Please reference the approved Master
Plan stormwater impact analysis for preliminary nitrogen export calculations for the
overall development.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in the applicable Town of Holly Springs regulations will be met with the proposed
stormwater management facilities. However, modifications to the proposed development may
require that this analysis be revised. Some modifications that would require this analysis to be
revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post-development watershed breaks change significantly from those used to prepare
this report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.
NEW HILL PLACE SUMMARY OF RESULTS B. IHNATOLYA, PE
KRG-08020 9/25/2008
_> RELEASE RATE MANAGEMENT RESULTS
POINT OF ANALYSIS #1
Return Period Pre-Development
[cfs] Post-Development
[cfs] Increase % Increase
[cfs] [%]
1-Year 7 7 0 0%
100-Year 217 286 69 32%
POINT OF ANALYSIS #2
Return Period Pre-Development
[cfs] Post-Development
[cfs] Increase % Increase
[cfs] [%]
I -Year 7 7 0 0%
100-Year 130 103 -27 -21%
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NEW HILL PLACE
KRG-08020
SUMMARY OF RESULTS - SWMF B. IHNATOLYA, PE
9/25/2008
STORMWATER MANAGEMENT FACILITY #1
Return Period Inflow Outflow Max. WSE
[cfs] [cfs] [ft]
1-Year 32 0.3 369.85
10-Year 65 4 371.17
100-Year (Siphon Unclogged) 93 35 371.87
100-Year (Siphon Clogged) 93 37 372.51
Design Drainage Area = -10.69 acres
Design Impervious Area = 7.73 acres

To of Dam = 374.00 ft
Normal Pool Elevation = 368.00 ft
Surface Area at NWSE = 28302 sf
Required Surface Area at NWSE = 27194 sf
Water Quality Volume Provided = 98729 cf
Water Quality Volume Required = 27194 cf

Riser Length = 4 ft
Riser Width = 4 ft
Riser Crest = 371.00 ft -

Barrel Diameter = 24 inches
# of Barrels = 1
Invert In = 365.00 ' feet
Invert Out = 364.00 feet
Length = 125 feet
Slope = 0.0080 ft/ft
NEW HILL PLACE
KRG-08020
SUMMARY OF RESULTS - SWMF
STORMWATER MANAGEMENT FACILITY #2
Return Period
1-Year
10-Year
100-,Year (
100-Year
Inflow
[cfs]
82
171
247
247
Outflow
0.9
15
81
87
Design Drainage Area = 28.62 acres
Design Impervious Area = 20.05 acres

To of Dam = 386.00 ft
Normal Pool Elevation = 380.00 ft
Surface Area at NWSE = 71917 sf
Required Surface Area at NWSE = 70698 sf
Water Quality Volume Provided = 237542 cf
Water Quality Volume Required = 70698 cf

Riser Length = 6 ft
Riser Width = -6 ft
Riser Crest = 383.00 ft

Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 377.00 feet
Invert Out = 376.00 feet
Length = . 90 feet.
Slope = 0.0111 ft/ft
B. IHNATOLYA, PE
9/25/2008
Max. WSE
[ft]
381.90
383.33
384.25
384.98
NEW HILL PLACE SUMMARY OF RESULTS - S'VYW
KRG-08020
STORMWATER MANAGEMENT FACILITY #3
Return Period Inflow Outflow
[cfs] [cfs]
1-Year 9 0.1
10-Year 20 0.1
100-Year (Siphon Unclogged) 29 1
100-Year (Siphon Clogged) 29 21
Design Drainage Area = 3.49 acres
Design hn e-ious Area = 2.02 acres

Top of Dam = 360.00 ft
Normal Pool Elevation = 354.00 ft
Surface Area at NWSE = 12602 sf
Required Surface Area at NWSE = 7233 sf
Water Quality Volume Provided = 66935 cf
Water Quality Volume Required = 7233 cf

Riser Length = 4 ft
Riser Width = 4 ft
Riser Crest = 358.00 ft

Barrel Diameter = 24 inches
# of Barrels = 1
Invert In = 351.00 feet
Invert Out = 350.00 feet
Length = 75 feet
Slope = 0.0133 ft/ft
B. IHNATOLYA, PE
9/25/2008
ax. WSE
[ft]
355.33
356.89
358.02
358.58
NEW HILL PLACE SUMMARY OF RESULTS - SVi7MF B. IHNATOLYA, PE
KRG-08020 9/26/2008
STORMWATER MANAGEMENT FACILITY #4
Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft]
1-Year 80 0.9 359.95
10-Year 168 54 360.81
100-Year (Siphon Unclogged) 241 79 362.01
100-Year (Siphon Clogged) ' 241 81 362.18
Design Drainage Area = 27.94 acres
Design Impervious Area = 19.36 acres

To of Dam = 363:00 ft
Normal Pool Elevation = 358.00 ft
Surface Area at NWSE = 68771 sf
Required Surface Area at NWSE = 68320 sf
Water Quality Volume Provided = 144302 cf
Water Quality Volume Required = 68320 cf

Riser Length = 6 ft
Riser Width = 6 ft
Riser Crest = 360.00 ft

Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 355.00 feet
Invert Out = 354.00 feet
Length = 60 feet
Slope = 0.0167 ft/ft
NEW HILL PLACE SUMMARY OF RESULTS - SWMF
KRG-08020
i
STORMWATER MANAGEMENT FACILITY #5
Return Period Inflow Outflow
[cfs] [cfs]
1-Year 25 0.2
10-Year 50 17
100-Year (Siphon Unclogged) .70 35
100-Year (Siphon Clogged) 70 36
Design Drainage Area = 8 acres
Design Impervious Area = 5.97 acres

To of Dam = 366.00 ft
Normal Pool Elevation = 360.00 ft
Surface Area at NWSE = 21027 sf
Required Surface Area at NWSE = 20956 sf
Water Quality Volume Provided = 51812 cf
Water Quality Volume Required = 20956 cf

Riser Length = 4 ft
Riser Width = 4 ft
Riser Crest = 362.20 ft

Barrel Diameter = 24 inches
# of Barrels = 1
Invert In = 357.00 feet
Invert Out = 356.00 feet
Length = 90 feet
Slope = 0.0111 ft/ft
B. IHNATOLYA, PE
9/25/2008
Max. W,?
[ft]
362.08
362.69
363.39
363.49
MISCELLANEOUS SITE DATA
2 PRECIPITATION DATA
3 SOILS DATA
PRE-DEVELOPMENT
4 HYDROLOGIC CALCULATIONS,
POST-DEVELOPMENT
5 HYDROLOGIC CALCULATIONS
SWMF #9 PRELIMINARY DESIGN
6 CALCULATIONS
SWMF #2 PRELIMINARY DESIGN
7 CALCULATIONS
SWMF #3 PRELIMINARY DESIGN
8 CALCULATIONS
SWMF #4 PRELIMINARY DESIGN
9 CALCULATIONS
SWMF #5 PRELIMINARY DESIGN
I - 0 CALCULATIONS
ISC LANE US SITE A
NEW HILL PLACE
KRG-08020
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KRG-08020
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NEW HILL PLACE
KRG-08020

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U. S. OEPARTfAEIw''i OF AGRICULTURE
SOIL CONSERVATION SERVICE

NORTH CAROLINA AGPICULTL? 1AL DTEREIJE'rt Uft
The first cap.,, ie::.: e sat name.
A second caplral'a-a the
slop e. Mos•. s•: -d. _,s
of
_r, .,a se
near ly leve.. s: is cr - --' land
type s that nay= ; -re pumber, r
2or 3, m a symr.- _ _ c:?c a? se;erElq
Erod ed.
SYMBOL NAME
SYMBOL NAME SYMBOL
NoA Norfolk loamy sand, 0 to 2 percent slopes
A Altavista fine sandy loam, 0 to 4 percent slopes Ge8 Georgev 'e
ed
°d NaB Norfolk loamy sand, 2 to 6 percent slopes
AgB Appling gravelly sandy loam, 2 to 6 percent slopes Ge52 Georgevilie s'•'' : E E
` No82 Norfolk loamy sand, 2 to 6 percent slopes, eroded
AgB2 Appling gravelly sandy loam, 2 to o percent slopes, eroded GeC Geome. i,e > 6 _ _
s
d
NoC
6 to 10 percent slopes
Norfolk loamy sand
AgC Appling gravelly sandy loam, 6 TO 10 percent slopes GeC2 GeorgE?i?la e !-- erode
',-s, e
d
d NoC2 ,
6 to 10 percent slopes, eroded
Norfolk loamy sand
AgC2 .Appling gravelly sandy loom, 6 to 10 percent slopes, eroded GeD2 Gec,cevi Y'e e
sbces; ero ,
APB Appling sandy loam, 2 to 6 percent slopes G. Gwd'borc src Orb Orangeburg loamy sand, 7_ to 6 percent slopes
ApB2 Appling sandy loam, 2 to 6 percent slopes, eroded GrB Gram '.ie :. -adzd OrB2 Orangeburg loamy sand, 2 to 6 percent slopes, eroded
ApC Appling sandy loom, 6 to 10 percent sbpes GrB2 Gram il!e _? .: _.. x OrC2 Orangeburg loamy sand, 6 to 10 percent slopes, eroded
ApC2 Appling sandy loam, 6 to 10 percent slopes, erodes GrC Gran, J' a `-
roded
A D
p A ling sandy loam, 10 to IS Percent slopes
pp G,C2 Gram P. -,n_ s e PkC Pinkston sandy loam, 0 to 10 percent slopes
AsB Appling fine sandy loom, 2 to 6 percent slopes GrD Granvd:e so-- - "Pe; PkF Finkston sandy loam, 1D to 45 percent slopes
AsB2 Appling fine sandy loom, 2 m 6 percent slopes, eroded Gu Gullled ar6 Ps Plummer sand
4sC Appling fine sandy loom, 6 to 10 percent slopes
4sC2 Appling fine sandy loam, 6 to 10 percent slopes, eroded He_B Helene _-
eroded
-
R.
Rains fine sandy loam
Au Augusta fine sandy loam HeE2 Heierc so-:' '?. -
- R. Roanoke fine =sandy loam
HeC Helena sand;
Bu Buncombe soils HeC2 Helena va _ eroded
e.
S
HED Helena sc-dr'.?'. - --s
CeB Cecil sandy loam, 2 to 6 percent slopes H,B Hemdo- sd: -- - 1ta0 Vance sandy loom, 2 to 6 percent slopes
CeB22 Cecil sandy loam, 2 to 6 percent slopes, eroded HrB2 Herndon say :a_•. .. _. e°ded 2
Vo
B Vance sandy loom, 2 to 6 percent slopes, eroded
CeC Cecil sandy loam, 6 to 10 percent slopes HrC : -.o.
Herndon sd - 2
V 6 to !0 percent slopes, eroded
Vance sandy loam
CeC'2 6 to 10 percent slopes, eroded
Cecil sandy loam HrC2 Herndon eroded ,
CeD ,
Cecil sandy loam, 10 to 15 percent slopes HrD2 Hemdo= _.': - - , eroded yVoQ Wagrom loamy sold, D to 2 percent slopes
CeF Cecil sandy loom, 15 to 45 percent =--lopes H,E Herndc, s l - -
W
a8
sand, 2
nt
6
p
slopes
to
erce
l
oa
my
Wagram
sl
es
Cg0 Cecil gravelly sandy loam, 2 to 6 percent slopes W
OC 0
per
nt
p
to 1
ce
t
t
oa
my
Wu
grcm
l
1
CgB2 Cecil gravelly sandy loam, 2 to 6 percent slopes, eroded LdB2 Lloyd 'm= - ` W 4 percent slopes
t
Wagrom-Troup sands,
CgC Cecil gravelly sandy loom, 6 to 10 percent slopes LdC2 Lloyd oar W Wahee fine sandy loam
CgC2 Cecil gravelly sandy loam, 6 to 10 percent slopes, eroded Ld D2 ! cyd .? m =a
WkC
Wake soils, 2 to 10 percent slopes
CI63 Cecil clay loom, 2 to 6 percent slopes, severely eroded LoB Lou-sburs WkE Wakesoils, 10 to 25 percent slopes
CIC3 percent slopes, severely eroded
6 to
Cecil clay loom, L Lou'sn, n r is

T
WmB
Wedowee sandy loam, 2to 6 percent slopes
C E3 1
0 to
10 to TJ percem slopes, several,, eroded
Cecil clay loam L.D !sb.lrg be+•
L s-apzs

l
4Vn82
Yl'xdpwEe sandy loam, 2 to 6 percent slopes, eroded
Cm ,
a soils
C uv8 a,
<
-
Loos ' " S
opes eroded
es
°:e? slo 'NmC Wedowee sandy loom, 6 to 10 percent slopes

C olfax s
Colfax sandy loam
LwB2 , o
-
':'
'
Lou s? ,
p
"iEn: EIapEE
WmC2
Wedowee sandy loam, 6 to 10 percent slopes; eroded
o
Co Congaree fine sandy loam L?NC lrg- - 'r
LaliE? eroded
o
es
-
t
lo WmD2 Wedowee sandy loam, 10 to 15 percent slopes, eroded
Cp Congaree silt loam _ .
p
,
.a
ce
s WmE Wedowee sandy loom, 15 to 25 percent slopes
CrB Creedmoor sandy loam, 2 to o percent slopes LY Ly'`a L -C. Wit Wxhadkex silt loom
CrB2 Creedmoor sandy loam, 2 to 6 percent slopes, eroded W. Wehadkee and Bibb soils
CrC 6 to 10 percent slopes
Creedmoor sandy loam Mm Mode lane Ws8 White Store sandy loom, 2 to 6 percent slopes
CrC2 ,
6 to 10 percent slope=_, eroded
Creedmoor sandy loam MdB2 Mad..so, sari} .es. eroded
WsB2
White Store sandy loom, 2 to 6 percent slopes, eroded
C ,
sl
opes
percent
10 20 to
loom,
or sandy
C
re
e
d
mo MdC2 dr
sa?t
Madison ores. eroded
es
eroded WsC White Store sandy loam, 6 to 10 percent slopes

tB
C0
to o
s
ope
per
percent sl
or
loam
re
e
d
mo
C
MdD2
d'
sc
P:9adisan '>
,
pe

WsC2

White Store sandy loam, b to 10 percent slopes, eroded
CiC ,
Creedmoor silt loam, 6 6 to 10 percent slopes E2
M 16adiser so^:; '• siaazs, eroded WsE White Store sandy loam, 10 to 2D percent slopes
e
Me hlantac??e s. < WtB tB Whitx Stare silt loam, 2 to 6 percxnt slopes
DuB 2 to 6 percent slopes
Durham loamy sand HH3 Mayo&1 saru ". - ---- W
vD3 White Store clay loam, 2 to IS percent slopes,
DuB2 ,
Durham loamy sand, 2 to 6 percent slopes, eroded MfB2 Ma7acr. sonar!. - r era°ed severe ly eroded
DuC Durham loamy send, 6 to i0 percent slopes MfC Adayador sand, s eroded WwC Wilkes sots, 2 to 10 percent slopes
DuC2 b to 10 percent slopes, eroded
Durham loamy sand MfC2 Moyodc- said; '- _
"
d
d VvwE Wilkes soils, 10 to 20 percent slopes
, MfD2 Mayoda saeti<' ',es ero
e WwF Wilkes soils, 20 to 45 percent slopes
EnB Enon fine sandy loam, 2 to 6 percent slopes MfE Mayodcn """e`-
WxE
Nllkes stony soils, 15 to 25 percent slopes
En62 2to G percent slopes, eroded
Enon fine sandy loam MgB Mcyodu-. gro'e et:eni s.opes Wy Worsham sandy loom
EnC ,
6 to 10 percent slopes
Enon fine sandy loom MgB2 Mayodon qro+'E`,' -- - '>: -en: slopes, eroded ,
EnC2 ,
Enon fine sandy loam, 6 to 10 percent Slopes, eroded MgC Meyodon ei
l slopes
_ percent slopes
eroded
EnD2 Enon fine sandy loam, 10 to 15 percent slopes, eroded MaC2 Mayodar grin e ,
MyB Mcyodon sill !ar1 s open
Fab Faceville sandy loom, 2 to 6 percent slopes pdyB2 Mopodon 5 =1t tea'
..;-r sl-oe=., eroded
'
FoB2 2 to.6 percent slopes, eroded
Faceville sandy loom IAyC Moyodon, s•i 'coes
s
FoC2 ,
Faceville sandy loom, 6 to 10 percem slopes, eroded MyC2 Mayodon s:ir'.'a^
' Eroded
slopes
MyD a
Ma1'odor si
Soil map constructed 1967 by Cartographic Division,
Soil Conservation Service, USDA, from 1965 aerial
photographs. Controlled mosaic based on North
Carolina plane caordmote system, Lambert conformn'
conic projection, 1927 North American dcrum.
NEW HILL PLACE WATERSHED SOIL B. IHNATOLYA, PE
KRG-08020 INFORMATION 9/25/2008
Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
GeB Georgeville Silt Loam B
HrB Herndon Silt Loam B
HrC Herndon Silt Loam B
HrD2 Herndon Silt Loam B
MtD2 Mayodan Sandy Loam B
MfE Mayodan Sandy Loam B
MgB Mayodan Gravelly Sandy Loam B
MgB2 Mayodan Gravelly Sandy Loam B
MgC Mayodan Gravelly Sandy Loam B
MyB Mayodan Silt Loam B
MyD Mayodan Silt Loam B
WY Worsham Sandy Loam D
References:
SOIL SURVEY: WAKE COUNTY NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
PRE-DEVELOPMENTHYDROLOGIC
CALCULATIONS
NEW HILL PLACE
KRG-08020
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NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre4evelopment - Subbasin #IA 912512008
I, - 1)IR;'E UM73 RS Y r
IISG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG WA 0.0%
HSG 'B' = 94.6%
HSG'C'= 0.0%
HSG'D'= 5.4%
Cover Condition SCS CN Comments
Impervious 98
Open 62 Assume good condition
Wooded 56 Assume good condition
IRRY
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsiteimpervious 98 0.00 -
Onsite open 62 0.00 Assume good condition
Onsite wooded 56 9.72 Assume good condition
Onsite and .100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 62 0.00 Assume good condition
Offsite wooded 56 -2.33 Assume good condition
Offsite and 100 0.00 -
Total area = 12.05 acres
0.0188 sq.mi.
Composite SCS CN = 56
% Impervious = 0.0%
B. Time of Concentration information
***Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 100 ft
Height = 1.4 It
Slope = 0.0140 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 23.35 minutes
Segment 3: Channel Flow
Length= 769.5 It
Height = 52.3 ft
Slope = 0.0680 JIM
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x P Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x 1' Channel)
Channel Velocity = 5.44 ft/sec
Segment Time = 2.36 minutes
Segment 2: Concentrated Flow
Length = 303 ft
Height= 19.2 ft
Slope= 0.0634 ft/ft
Paved ?= No
Velocity = 4.06 ft/sec
Segment Time = 1.24 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B_ IIINATOLYA, PE
KRG-08020 Pre-developmew - Subbasin #]A 9/25/2008
Time of Concentration = 26.95 minutes
SCS Lag Time = 16.17 minutes (SCS Lag = 0.6* Tc)
Time Increment = 4.69 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin.#IB 9/25/2008

HSG Impervious Open Wooded
A 98 39 '30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A' = 0.0%
HSG'B'= 66.8%
HSG'C'= 0.0%
HSG'D'= 33.2%
Cover Condition SCS CN . Comments
Impervious 98
Open 67 Assume good condition
Wooded 62 Assume good condition
lwq- -MMUMM-0 MIN 111
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 67 0.00 Assume. ood condition
Onsite wooded 62 3.75 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 67 0.00 Assume good condition
Offsite wooded 62 039 Assume good condition
Offsite and 100 0.00 -
Total area = 4.55 acres
0.0071 sq_mi.
Composite SCS CN = 62
% Impervious = 0.0%
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment]. Overland Flow
Length = 100 ft
Height = 6.2 ft
Slope= 0.0620 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2=year/24-hour) = 3.6 inches (.Wake County, NC)
Segment Time = 12.88 minutes
Segment 2: Concentrated Flow
Length = 408.6 ft
Height = 54 ft
'Slope = 0.1322 Wit
Paved ? = No
Velocity= 5.87 ft/sec
Segment Time = L16 minutes
Time of Concentration = 14.04 minutes -
SCS Lag Time = 8.42 minutes (SCS Lag = 4_6* Tc)
Time Increment = 2.44 minutes.(-- 0 29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin #1 C 9/25/2908
? ?CCtlit?!fI111II?13S = ? ,;..._ -._
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C - 98 -74 70
D 98 80 77
Assume. HSG 'A' = 0.0%
HSG 'B' = 75.9%
HSG 'C' = 0.0%
HSG'D'= 24.1%
Cover Condition SCS-CN Comments
Impervious 98
O. en 66 Assume good condition
Wooded 60 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00
Onsite open 66 0.00 Assume good condition
Onsite wooded 60 0.84 Assume good condition
Onsite and 100 0.00 -
Mite impervious 98 0.00 -
Offsite open 66 0.00 Assume good condition
Offsite wooded 60 0.05 Assume good condition
Offsite and 100 0.00 -
Total area = 0.89 acres
0.0014 sq.mi.
Composite SCS CN = 60
% Impervious = 0.0%
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow .
Length = 100 ft
Height = 103 ft
Slope= 0.1030 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 16 inches (Wake County, NC)
Segment Time = 10.51 minutes
Segment 2: Concentrated Flow
Length = 259.5 ft
Height = 41.2 ft
Slope = 0.1588 ft/ft
Paved ? = No
Velocity = 6.43 ft/sec
Segment Time = 0.67 minutes
Time of Concentration = 11.18 minutes
SCS Lag Time = 6.71 minutes (SCS Lag = 0.6* Tc)
Time Increment= 1.95 minutes (= 0:29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin 41D 9/25/2008
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A'= 0.0%
HSG'B'= 58:5%,
HSG'C'= 0.0%
HSG'D'= 41.5%
Cover Condition SCS CN Comments
Impervious 98
Open 69 Assume good condition
Wooded 64 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area. [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 69 0.00 Assume good condition
Onsite wooded 64 0.47 Assume ood.condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00
OlIsite open 69 0.00 Assume good condition
Offsite wooded 64 0.01 Assume good condition
Offsite and 700 0.00 -
Total area = 0.48 acres
0.0008 sq.mi_
Composite SCS CN = 64
% Impervious = 0.7%
B. Time of Concentration Information
** *Tirne of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 100 R
Height = 9.3 ft
Slope= 0.0930 fl/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 10.95 minutes
Segment 2. Concentrated Flow
Length = 221.2 ft
Height= 45.8 ft
Slope = 0.2071 ft/ft
Paved ? = No
Velocity= 7.34 ft/sec
Segment Time = 0.50 minutes
Time of Concentration = 11.45 minutes
SCS Lag Time = 6.87 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.99 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Suhhasin #1E 9/25/2008

HSG Impervious Open Wooded
A 98 39 30
B 98 .61 55
C 98 74 70
D 98 80 77
Assume. HSG 'A' = 0.0%
HSG'B'= 92.2%
HSG 'C' = 0.0%
HSG 'D' = 7.8%
Cover Condition SCS CN Comments
Impervious 98
Open 62 Assume good condition
Wooded 57 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98, 0.10 -
- Onsite_open 62 0.14 Assume good condition
Onsite wooded 57 7.57 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 62 0.13 Assume good condition
Of£site wooded 57 0.00 Assume ood condition
Offsite and 100 0.00 -

Total area = 7.96 acres
0.0124 sq.mi.
Composite SCS CN = 57
% Impervious = 1.3%0
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow Segment.2. Concentrated Flow
Length = 100 It Length = 290.3 ft
Height = 1.4 ft Height = 30.7 ft
Slope = 0.0140 ft/ft Slope = 0.1058 ft/ft
Manning's n = 0.40 Woods - Light Underbrush -Paved ? = No
P (2-year/24-hour) = 3.6 inches (Wake County, NC) Velocity = 5.25 ft/see
Segment Time = 23.35 minutes Segment Time = 0.92 minutes
Segment 3: Channel Flow
Length = 567 ft
Height= 31.2 ft
Slope= 0.0550 11111
Manning's n = 0.045 Natural Channel
Flow Area = .2.00 sf (Assume 2'x 1' Channel)
Wetted Perimeter = 4.00 It (Assume Tx I' Channel)
Channel Velocity = 4.89 ft/sec
Segment Time = L93 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin VE 9/25/2008
Time of Concentration = 26.20 minutes
SCS Lag Time = 15.72 minutes (SCS Lag = 0.6* Tc)
Time Increment = 4.56 minutes (= 0.29*SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. 11-INATOLYA, PE
KRG-08020 Pre-development - Subbasin 41F 9/25/2008

HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume. HSG'A'= 0.0%
HSG'B'= 56.8%
HSG'C'= -0.0%
HSG'D'= 43.2%
Cover Condition SCS CN Comments
Impervious
Open 69 Assume good condition
Wooded 64 Assume good condition
TIItEDP, E?
MORE
SIR
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.06 -
Onsite open 69 0.02 Assume good condition
Onsite wooded 64 1.72 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 69 0.00 Assume good condition
Offsite wooded 64 .0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 1.80 acres
0.0028 sq.mi.
Composite SCS CN = 66
% Impervious = 3.5%
B. Time of Concentration Information
***Tinre of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment J. Overland Flow
Length = 100 ft
Height = 11 fl
Slope = 0.1100 ft/ft
Manning's n = 0.40 Woods --Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 10.24 minutes
Segment 2. Concentrated Flow
Length = 152.7 ft
Height= 30.2 ft
Slope = 0.1978 ft/ft
Paved ? = No
Velocity = 7.18 ft/sec
Segment Time = 0.35 minutes
Time of Concentration= 10.59 minutes
SCS Lag Time = 6.36 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.84 minutes (= 0 29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. ]HNATOLYA, PE
KRG-08020 Pre-development - Subbasin ##1 G 9/25/2008
Olyll.tL'•y?'11S;1
HSG Impervious Open Wooded
A' 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG 'A' = 0.0%
HSG'B' = 99.8%
HSG'C' = 0.0%
HSG'D' = 0.2%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.13 -
Onsite open 61 0.06 Assumeood condition
Onsite wooded 55 15.15 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite and 100 0.00
Total area = 15.34 acres
0.0240 sq.mi.
Composite SCS CN = 55
% Impervious = 0.9%
B. Time of Concentration Information
***Tinre of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment]: Overland Flow
Length = 100 ft
Height = 3 ft
Slope = 0.0300 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 17.21 minutes
Segment 3: Channel Flow
Length = 1530 ft
Height = 76.1 ft
Slope = 0.0495 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x 1' Channel)
Wetted. Perimeter = 4.00 ft (Assume 2'x 1' Channel)
Channel Velocity = 4.64 ft/sec
Segment Time = 5.52 minutes
Segment 2. Concentrated Flow
Length = 134.4 ft
Height = 17.6 ft
Slope = 0.1310 ft/ft
Paved ? = No
Velocity = 5.84 ft/sec
Segment lime = 0.38 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 ' Pre-development - Subbasin #I G 9/25/2008
Time of Concentration = 23.12 minutes
SCS Lag Time = 13.87 minutes (SCS Lag = 0.6* Tc)
Time Increment= 4.02 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. 1HNATOLYA, PE
KRG-08020 Pre-development - Subbasin #1H 9/25/2008
ASLL4 G zs
HSG Impervious Open Wooded
A 98 3.9 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A' = 0.0%
HSG 'B' = 92.5%
HSG'C' = 0.0%
HSG 'D' = 7.5%
Cover Condition SCS CN Comments
Impervious 98 -
Open 62 Assume good condition
Wooded 57 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.17
Onsite open 62 0.77 Assume good condition
Onsite wooded 57 11.78 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.48 -
Ot'fsite open 62 0.87 Assume good condition
Offsite wooded 57 0.15 Assume good condition
Offsite and 100 0.00 -
Total area = 14.22 acres
0.0222 ' sq.mi.
Composite SCS CN = 59
% Impervious = 4.6%
B. Time of Concentration Information
***Time of concentration is calculated usirxg the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 100 ft
Height = 3 ft
Slope = 0.0300 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 17.21 minutes
Segment 3: Channel Flow
Length = 1004.1 It
Height = 42.3 ft
Slope = 0.0421 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4.00 sf (Assume 2'x 2' Channel)
Wetted Perimeter = 6.00 ft (Assume.T x 2' Channel)
Channel Velocity = 5.19 ft/sec
Segment Time = 3.23 minutes
Segment 2: Concentrated Flow
Length = 320.2 ft
Height = 31:8 ft
Slope = 0.0993 ft/ft
Paved ? = No '_ -
Velocity = 5.08 ft/sec
Segment TYme = L05 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin 41H 9/25/2008
Time of Concentration = 21.49 minutes
SCS Lag Time = 1189 minutes (SCS Lag = 0.6* Tc)
Time Increment= 3.74 minutes (= 029*SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin 411 9/25/2008

Assume.
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A'= 0.0%
HSG'B' = 98.7%
HSG'C'= 0.0%
HSG'D' = 1.3%
Cover Condition SCS CN Comments
Impervious 9S
Open 61 Assume good condition
Wooded 55 Assume good condition
3
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.57
Onite open 61 2.27 Assume good condition
Onite wooded 55 25"46 Assume good condition
Onite and 100 0.00 -
Offsite impervious 98 0.66 -
Offsite open 61 D.60 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offshe and 100 " 0.00 -
Total area = 29.57 acres
0"0462 sq.mi.
Composite SCS CN = 58
% Impervious = 4.2%
B. Time of Concentration Information
***Tinie of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment I: Overland Flow Segment 2. Concentrated Flow
Length = 100 ft Length= 271.4 ft
Height = 2.3 It Height = 24.2 ft
Slope= 0.0230 ft/ft Slope= 0.0892 ft/ft
Manning's n = 0.40 Woods - Light Underbrush Paved ?= , No
P (2-year/24-hour) = 16 inches (Wake County, NC) Velocity = 4.82 ft/sec
Segment Time = 19.14 minutes Segment Time = 0.94 minutes
Segment 3: Channel Flow Segment 4: Channel Flow
Length = 1011.1 ft Length = 913.5 11
Height= 45 ft Height= 23.3 ft
Slope= 0.0445. ft/ft Slope= 0.0255 ft/ft
Manning's n = 0.045 Natural Channel Manning's n = 0.045 Natural Channel
Flow Area = 4.00 sf (Assume T R 2' Channel) Flow Area = 9.00 sf (Assume Y x Y Channel)
Wetted Perimeter = 6.00 ft (Assume 2'x 2' Channel) Wetted Perimeter = .9.00 ft (Assume Y x 3' Channel)
Channel Velocity = 5.33 ft/sec Channel Velocity = 5.29 ft/sec
Segment Time = 3.16 minutes Segment Time = 2.88 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin-#M 9/25/2008
Time of Concentration = 26.12 minutes
SCS Lag Time = 15.67 minutes (SCS Lag = 0.6* Tc)
Time Increment= 4.55 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin #2A 9/25/2008
PREMIUM~
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG 'A' = 0.0% -
HSG 'B' = 98.0%
HSG 'C' = 0.0%
HSG'D' = 2.0%
Cover Condition SCS CN Comments
Impervious 98
'Open 61 Assume good condition
Wooded 55 Assume good condition
??)ELtETYOPl?`-
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.03
Onsite open 61 - 0.03 Assume good condition
Onsite wooded 55 5.14 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.60 -
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 0.94 Assume good condition
Otlsite and 100 0.00 -
Total area = 6.14 acres
0.0096 sq.mi.
Composite SCS CN = 56
% Impervious = 0.5%
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment]. Overland Flow
Length = 100 ft
Height = 7.6 ft
Slope = 0.0760 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = IL87 minutes
Segment 2. Concentrated Flow
Length = 482.9 ft
Height = 56.3- It
Slope = 0.1166 ft/ft
Paved ? = No
Velocity = 5.51 ft/see
Segment Time = 1.46 minutes
-4
Time of Concentration = 13.33 minutes
SCS Lag Time-- 8.00 minutes (SCS Lag = 0.6* Tc)
Time Increment= 2.32 minutes (= 0 29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin 02B 9/25/2008
't .''IYB'I2S Y
NO
Assume.
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG 'A' = 0.0%
HSG'B'= 77.5%
HSG'C'= 0.0%
HSG 'D' = 22.5%
Cover Condition SCS CN Comments
Impervious 98
Open 65 Assume good condition
Wooded 60 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 65 0.00 Assume good condition
.Onsite wooded 60 4.02 Assume good condition
Onite and 100 0.00 -
'Offsite iin ervious 98 0.00 -
Offsite open 65 0.00 Assume good condition
Offsite wooded 60 0.71 Assume good condition
Offsite and 100 0.00 -
Total area = 4.73 acres
0.0074 sq.mi.
Composite SCS CN = 60
% Impervious = 0.0%
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach (TR-55)_
Segment 1: Overland Flow
-Length = 100 ft
Height = 4.2 ft
Slope = 0.0420 ft/ft
Manning's n = 0.40 Woods - Light.Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = .15.05 minutes
Segment 2: Concentrated Flow
Length = 345.9 ft
Height = 41.4 ft
Slope = 0.1197 ft/ft
Paved ? = No
Velocity = 5.58 ft/sec
Segment Time = L03 minutes
Time of Concentration = 16.0.8 minutes
SCS Lag Time= 9.65 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.80 minutes (= 029*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. ]HNATOLYA, PE
KRG-08020 Pre-developmeni - Subbasin 42C 9125/2008
3 $C-RM11_L§
HSG Impervious Open Wooded I/4 Ac. Resid Lots
A 98 39 30 61
B 98 61 55 75
C 98 74 70 83
D 98 80 77 87
Assume: HSG'A'= 0.0%
HSG'B'= 94.8%
HSG 'C' = 0.0%
HSG 'D' = 5.2%
Cover Condition SCS CN Comments
Impervious 98
Open 62 Assume good condition
Wooded 56 Assume good condition
1/4 Ac. Resid. Lots 76 Assume 38%. Impervious
j E
IIPEIAWR
A. Watershed Breakdown
Contributing Area SCS CN Area [aeresj Comments
Onsite impervious 98 0.05
Onsite open 62 0.05 Assume good condition
Onsite wooded 56 21.15 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 1.26 -
Offsite open 62 4.38 Assume good condition
Offsite wooded 56 0.44 Assume good condition
Offsite 1/4 Ac Resid. Lots 76 0.77 Assume 38% Imperv ions
Offsite and 100 0.00 -
Total area = 28.10 acres
0.0439 sq.mi.
Composite SCS CN= 6,0
% Impervious = 4.7%
B. Time of Concentration Information
***Tiuie of concentration is calculated using the SCS Segmental Approach (TR-53)_
Segment I: Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 36.9 It
Height= 3.9 ft Height= I.8 ft
Slope = 0.0390 Will Slope = 0.0488 ft/ft
Manning's n = 0.24 Dense Grasses Paved ? = No
P (2-year/24-hour) = 3.6 inches (Wake County, NC) Velocity = 3.56 ft/sec
Segment Time = 10:30 minutes Segment Time = 0.17 minutes
Segment 3: Channel Flow Segment 4: Channel Flow
Length = 142.5 ft Length = 73.4 ft
Height = 11.6 ft Height = 8.9 ft
Slope = 0.0814 ft/ft Slope = 0.1213 ft/ft
Manning's n = 0.013 Assume 18" RCP Culvert Mannines n = 0.013 Assume 18" RCP Culvert
Flow Area = L77 sf (Assume 18" RCP) Flow Area= 1.77 sf (Assume 18" RCP)
Wetted Perimeter = 4.71 ft (Assume 18" RCP) Wetted Perimeter = 4.71 ft (Assume 18" RCP)
Channel Velocity = 17.01 ft/sec Channel Velocity = 20.76 ft/sec
Segment Time = 0.14 minutes Segment Time = 0.06 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development -Subbasin 42C 9/2512008
Segment 5. Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time=
Segment 6. Channel flow
1131.4 ft Length = 397.8
50.2 ft Height= -8.6
0.0444 ft/ft Slope = 0.0216
0.045 Natural Channel Manning's n = 0.045
4.00 sf (Assume 2'x 2' Channel) Flow Area= 12.00
6.00 ft (Assume Tx 2' Channel) Wetted Perimeter = 10.00
5.32 ft/sec Channel Velocity= 5.50
'3.54 minutes Segment Time = 1.21
ft
ft
11/ft
Natural Channel
sf (Assume 4'x3' Channel)
ft (Assume Tx YChannel)
ft/sec
minutes
Time of Concentration = 15.42 minutes
SCS Lag Time = 9.25 minutes (SCS Lag = 0.6* Tc)
Time Increment= 2.68 minutes (= 0.29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin #3A 9/25/2008
XROW,
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A'= 0.0%
HSG'B'= 100.0%
HSG 'C' = 0.0%
HSG`D'= 0.0%
Cover Condition . SCS CN Comments
Impervious 98
Open 61 Assume ood condition
Wooded 55 Assume good condition
-- - - '=err=?: 1,01 =.;z
A. Watershed Breakdown
Contributing Area SCS CN Area [acres) Comments
Onsite impervious 98 0.00 -
Onsite open 61 0.00 Assume good condition
Onsite wooded 55 0.74 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 61 0.00 Assume good condition
Olfsite wooded 55 0.20 Assume good condition
Offsite and 100 0.00 -
Total area = 0.94 acres
0.0015 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
B. Time of Concentration Information
***Tinte of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment I: Overland Flow
Length = 100 ft
Height = 14.8 ft
Slope = 0.1480 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 9.09 mimrtes
Segmena2. Concentrated Flow
Length = 219.3 ti
Height = 36 ft
Slope = 0.1642 it/ft
Paved? = No
Velocity = 6.54 ft/sec
Segment Time = O.S6 minutes
Time of Concentration= 9.65 minutes
SCS Lag Time= 5.79 minutes (SCS Lag =.0.6* Tc)
Time Increment = 1.68 minutes (= 0 29*SCS Lag)
NEW HILL, PLACE HYDROLOGIC CALCULATIONS B_ IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin #3B 9/25/2008

HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG 'A' = 0.0%
14SG 'B' = 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition. .
TI. LItDmI,1P:111 T , ','?v
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 61 .0.00 Assume good condition
Onsite wooded 55 0.21 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Mite open 61 0.00 Assume good condition
Mite wooded 55 0.31 Assume good condition
Offsite and 100 0.00 -
Total area = 0.52 acres
0.0008 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
B. Time of Concentration Information
***Tinee of concentration is calculated using the SCS Segmental Approach {TR-55).
Segment I: Overland Blow
Length = 100 ft
Height = 7.4 ft
Slope = 0.0740 ft/i1
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Tlme = 12.00 minutes
Segment 2: Concentrated Flow
Length = 162.6 R
Height = 20.2 It
Slope = 0.1242 ft/ft
Paved ? = No
Velocity = 5.69 ft/sec
Segment Time = 0.48 minutes
Time of Concentration = 12.47 minutes
SCS Lag Time = 7.48 . minutes (SCS Lag = 0.6* Tc)
Time Increment= 2.17 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin 43C 9/2512008

I3SG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume. HSG'A' = 0.0%
HSG'B'= 100.0%
HSG'C'= 0.0%
H$G'D'-= 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious, 98 0.00
Onsite open 61 0.00 Assume good condition
Onsite wooded 55 14.81 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 4.92 . Assume goad condition
Offsite and 100 0.00 -
Total area = 19.73 acres
0.0308 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
B. Time of Concentration Information
'Time of concentration is calculated using the SCS Segmental Approach (TR 55).
Segment 1: Overland Flow '
Length = 100 ft
Height= 3-2- ft
Slope = 0.0320 ft/fi
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 16.78 minutes
Segment 3: Channel Flow
Length = 1115.3 ft
Height= 69 ft
Slope = 0.0619 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area= 2.00 sf (Assume Tx 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x I' Channel)
Channel Velocity = 5.19 ft/sec
Segment Time = 3.58 minutes
Segment 2: Concentrated Flow
Length = 301.4 ft
Height = 17.8 ft
Slope = 0.0591 ft/ft
Paved ? = No
Velocity = 3.92 ft/sec
Segment Time = 1.28 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-08020 Pre-development - Subbasin OC
B. IHNATOLYA, PE
9/25/2008
Time of Concentration = 21.64 minutes
SCS Lag Time = 12.98 minutes (SCS Lag = 0.6* Tc)
Time Increment= 3.77 minutes (= 0.29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Suhbasin #3D 9/25/2008

HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume. HSG'A' = 0.0%
HSG'B'= 100.0%0
HSG'C'= 0.0%
HSG 'D' = 0.0%
s:
?.TtliDEMELq I.
A-50
A. Watershed Breakdown
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
ooded
W
55
Assume good condition
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00
Onsite open 61 0.00 Assume good condition
Onsite wooded 55 3.26 Assume good condition
Onsite and 100 0.00 -
Offsite 3m ervious 98 0.00 -
Offsitc open 61 0.00 Assume good condition
Offsite wooded 55 0.01 Assume good condition
Offsite and 100 0.00
-
Total area = 3.27 acres
0.0051 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
B. Time of Concentration Information
'Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 100 ft
Height = 7.9 ft
Slope = 0.0790 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 17.0 minutes
Segment 3: Channel Flow
Length = 266.6 ft
Height = 22.9 ft
Slope = 0.0859 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x P Channel)
Wetted Perimeier-= 4.00 ft (Assume !'x P Channel)
Channel Velocity = 6.11 ft/sec
Segment Time = 0.73 minutes
Segment 1: Concentrated Flow
Length =. 202.1 ft
Height = 15 ft
Slope = 0.0742 ft/ft
Paved ? = No
Velocity= 4.40 ft/sec
Segment Time = 0.77 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin 43D 9125/2008
Time of Concentration= 13.18 minutes
SCS Lag Time = 7.91 minutes (SCS Lag = 0.6* Tc)
Time Increment= 2.29 minutes (= 0.29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin #3E 9/25/2008
B it; Kin ,:: s
01-81-CO-M-41-0-1
HSG Impervious Open Wooded 114 Ac. Resid Lots
A 98 39 30 61
B 98 61 55 75
C 98 74 70 83
D 98 80 77 87
Assume. HSG'A'= 0.0%
HSG'B'= 100.0%
HSG 'C' = 0.0%
HSG'D'= 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
1/4 Ac: Resid. Lots 75 Assume 38% Impervious
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite im ervious 98 0.00 -
Onsite open 61 0.00 Assume good condition
Onsite wooded 55 8.20 Assume good condition
Onsite and 100 0.00 -
Offsite impervious •98 1.63 -
Offsite open 61 5.76 Assume good condition
Offsite wooded 55 1.61 Assume good condition
Offsite 1/4 Ac Resid. Lots 75 4.34 Assume 38%a Impervious
Offsite. and 100 0.00 -
Total area = 21.54 acres
0.0337 sq.mi.
Composite SCS CN = 64
% Impervious = 7.6%
B. Time of Concentration )information
** *Tbne of concentration is calculated using the SCS Segmental Approach aR-55).
Segment Is Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 316.9 ft;
Height = 3.9 ft Height = 32.1 ft
Slope= 0.0390 ft/ft Slope= 0.1013 ft/ft
Manning's n = 0.40 Woods - Light Underbrush Paved ? = No
P (2-year/24-hour) = 3.6 inches (Wake County, NC) Velocity = 5.14 111/sec
Segment Time = 1S.50 minutes Segment Time = 1.03 minutes
Segment 3: Channel Flow Segment 4: Chattel Flow
Length ° 252.5 ft Length = 367.3 ft
Height= 14.7 fl Height= 2.2 ft
Slope = 0.0582 ft/ft Slope = 0.0060 ft/ft
Manning's n = 0.045 Natural Channel Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume Tx 1' Channel) Flow Area = 2.00 sf (Assume 2'x P Channel)
Wetted Perimeter= 4.00 ft (Assume Tx 1' Channel) Wetted Perimeter = 4.00 fl (Assume 2'x 1' Channel)
Channel Velocity= 5.03 ft/sce Channel Velocity = 1.61 ft/sec
Segment Time = 0.84 minutes Segment Time = 3.79 minutes
. : 3'
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. 11-INATOLYA, PE
KRG-08020 Pre-development - Subbasin #3E 9/25/2008
Segment 5. Channel Flow
Length = 168.6 ft
Height = 163 ft
Slope = 0.0967 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 = 18.54 ft/sec
Segment Time = 0.15 minutes
Segment 6. Channel Flow
Length 608.2 ft
Height = 20.7 ft
Slope = 0.0340 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area= 6.00 sf (Assume Y x 2' Channel)
Wetted Perimeter = 7.00 ft (Assume Y x 2' Channel)
Channel Velocity = 5.51 ft/sec
Segment 21me = 1.84 minutes
Time of Concentration = 23.15 minutes
SCS Lag Time = 13.89 minutes (SCS Lag = 0.6* Tc)
Time Increment= 4.03 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Pre-development - Subbasin #4 9/25/2008
PAXWOR
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'N = 0.0%
HSG'B'= 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
WRiA. Watershed Breakdown
Contributing Area SCS CN Area {acres] Comments
Onsite im erv 3ous 98 0.00
Onsite open 61 0.00 Assume good condition
Onsite wooded 55 2:19 Assume. good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
affsite open 61 0-00 Assume good condition
Offsite wooded 55 0.60 Assume good condition
Offsite and 100 0.00 -
Total area = 2.79 acres
0.0044 sq.mi:-
Composite SCS CN = 55
% Impervious = 0.0%
B. Time of Concentration Information
***Tinie of concentration is calculated using the SCS-Segnwntal Approach (TR-55).
Segment I: Overland Flow
Length = 100 ft
Height = 4.4 It
Slope = 0.0440 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 14.77 minutes
Segment 3: Channel Flow
Length = 365 ft
Height = 22.6 ft
Slope = 0.0619 ft/ft
Manning's n = 0.045 Natural Channel
Plow Area= 2.00 sf (Assume T x 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x I' Channel)
Channel Velocity = 5.19 ft/sec
Segment Time = 1.17 minutes
Segment 2: Concentrated Flow
Length = 116.8 ft
Height= 10.7 ft
Slope = 0.0916 fl/ft
Paved ? = No
Velocity = 4,88 ft/sec
Segment Time 0.40 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG-08020 Pre-development - Subbasin 94
B. IHNATOLYA, PE
9/25/2008
Time of Concentration = 16.34 minutes
SCS Lag Time = 9.80 minutes (SCS Lag = 0.6* Tc)
Time Increment= 2.84 minutes (= 0.29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. 1HNATOLYA, PE
KRG-08020 Pre-development - Subbasin #5 9/25/2008
104 X?i?BEitS ?` ? ..
HSG Impervious Open Wooded 1/4 Ac. Resid Lots
A 98 39 30 61
B 98 ' 61 55 75
C 98 74 70 83
D 98 80 77' 87
Assume. - , HSG'A' = 0.0%
HSG 'B' = 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
.Cover Condition SCS CN Comments
Im ervious 98
Open 61 Assume good condition
Wooded= 55 Assume good condition
1/4 Ac_ Resid..Lots 75 Assume 38% Impervious
NO1tE DE
A. Watershed Breakdown
Contributing Area SCS CN Area (acres] Comments .
Onsite impervious 98 0.00 -
Onsite open 61 0.00 Assume. good. condition
Onsite wooded 55 7.80 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.85 -
Offsite open 61 2.80 Assume good condition
Off'silewooded 55 1.61 Assume good condition
Offsite I/4 Ac Resid. Lots 75 2.00 Assume 38% Impervious
Oli'site pond 100 om
Total area = 15.07 acres
0.0235 sq.mi.
Composite SCS CN = 61
% Impervious = 5.7%
B. Time of Concentration Information
***Tinie of concentration is calculated using the SCS Segmental Approach (TR 55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 181.5. R
Height = 4.9 ft Height = 25.9 ft
Slope= 0.0490 ft/ft Slope= 0.1427 ft/ft
Manning's n = 0.24 Dense Grasses Paved ? = No
P (2-year/24-hour) = 3.6 inches.(Wake Comity, NC) Velocity = 6.09 ft/sec
Segment Time = 9.40 minutes Segment Time = 0.50 minutes
Segment 3: Channel Flow Segment 4. Channel Flow
Length = 116.5 ft Length = 165.6 ft
Height = 9.3 ft Height = 6.9 ft
Slope = 0.0798 ft/ft Slope = 0.0417 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 ]'Channel) Flow Area = 1.77 sf (Assume 18" RCP)
Wetted Perimeter = 4.00 ft (Assume 2'x 1' Channel) Wetted Perimeter = 4.71 ft (Assume 18" RCP)
Channel Velocity = 5.89 fusee Channel Velocity = 12.17 ft/sec
Segment Time = 0.33 minutes Segment Time = 0.23 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. 11INATOLYA, PE
KRG-08020 Pre-development - Subbasin 45 9/25/2008
Segment S. Channel Flow
Length = 480.5 ft
Height = 25:6 ft
Slope = 0.0533 ft/ft
Manning's n = 0,045 Natural Channel
Flow Area = 4.00 sf (Assume 2'x 2' Channel)
Wetted Perimeter .= 6.00 fl (Assume Tx 2' Channel)
Channel Velocity= 5.83 ft/sec
Segment Time = 1.37 minutes
Segment 6. Channel Flow
Length = 389.4 ft
Height = 11.8 ft
Slope = 0.0303 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 6.00 sf (Assume Y x 2' Channel)
Wetted Perimeter = 7.00 ft (Assume 3'.x 2' Channel)
Channel Velocity = 5.20 ft/sec
Segment Time = L25 minutes
Time of Concentration = 13.07 minutes
SCS Lag Time = 7.84 minutes. (SCS Lag = 0.6* Tc)
Time Increment = IN minutes (= 0.29*SCS Lag)
NEW HILL PLACE REACHES B. IHNATOLYA, PE
KRG-08020 9/25/2008
Reach #1
hannel Flow
Length = 168 ft
Height = 2.3 ft
Slope = 0.0137 ft/ft
Manning 's n = O.045 Natural Channel
Flow Area = 20.00 sf (Assume 5'x 4' Channel)
Wetted Perimeter = 13.00 ft (Assume S' x 4' Channel)
Channel Velocity = 5.16 ft/sec
Segment Time = 0.54 minutes

Reach #1 Total Time= 0.54 minutes

=->Reach #2

Channel Flow
Length = 6711 It
Height = 10.4 ft
Slope = 0.0155 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Wetted Perimeter = 13.00 ft (Assume Y x 4' Channel)
Channel Velocity = 5.49 ft/sec
Segment Time = 2.04 minutes

Reach #2 Total Time =. 2.04 minutes

Reach #3

cannel Flow
Length = 805.6 ft
Height = 11.1 ft
Slope= 0.0138 ft/ft
Manning's n= 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Wetted Perimeter= 13.00 ft (Assume Tx 4' Channel)
Channel Velocity = 5.18 ft/sec
Segment Time = 2.59 minutes

Reach #3 Total Time= 259 minutes

Reach #4

Channel Flow
Length 24.8 ft
Height= 0.5 ft
Slope = 0.0202 fift
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Wetted Perimeter = 13.00 ft (Assume Y x 4' Channel)
Channel Velocity = 6.27 ft/sec
Segment Time = 0.07 minutes

Reach 44 Total Time = 0.07 minutes
NEW HILL PLACE REACHES B. IHNATOLYA, PE
KRG-08020 9/25/2008
Reach #5
Channel Flow
Length = 157.7 ft
Height= 2.5 ft
Slope = 0.0159 fl/ft
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Wetted Perimeter = 13.00 ft (Assume Y x 4' Channel)
Channel Velocity = 5.56 ft/sec
Segment Time = 0.47 minutes
Reach #5 Total Time = 0.47 minutes
Reach #6
Channel Flow
Length = 228.1 ft
Height = 3.4 fl
Slope = 0.0149 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x T Channel)
Wetted Perimeter = 13.00 ft (Assume Y x 4' Channel)
Channel Velocity= 5.39 ft/sec
Segment Time = 0.71 minutes
Reach #6 Total Time = 0.71 minutes
_> Reach #7
Channel Row
Length = 316 ft
Height = 6.9 ft
Slope= 0.0218 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 12:00 sf (Assume Tx Y Channel)
Wetted Perimeter = 10.00 ft (Assume Tx 3' Channel)
Channel Velocity= 5.53 fl/sec
Segment Time = 0.95 minutes
Reach #7 Total Time = 0.95 minutes
Reach #8
Channel Flow
Length = 5873 ft
Height = 14 ft
Slope = 0.0238 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 12.00 sf (Assume Tx 3' Channel)
Wetted Perimeter = 10.00 ft (Assume Tx Y Channel) '
Channel Velocity= 5.77 ft/sec
Segment Time = 1.70 minutes
Reach #8 Total Time = L 70 minutes

NEW HILL PLACE REACHES B. I14NATOLYA, PE
KRG-08020 9/25/2008
Reach #9
Channel Flow
Length = 706.3 ft
Height = 15.8 ft
Slope = 0.0224 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = -12.00 sf (Assume.4' x Y Channel)
Wetted Perimeter= 10.00 ft (Assume Tx 3' Channel)
Channel Velocity= 5.59 ft/sec
Segment Time = 2.10 minutes
Reach #9 Total Time = 2.10 minutes
Reach #10
Channel Flow
Length = 399 ft
Height = 6.6 ft
Slope = 0.0165 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 16.00 sf (Assume Tx 4' Channel)
Wetted Perimeter = 12.00 ft (Assume Tx 4' Channel) .
Channel Velocity = 5.16 ft/sec
Segment Time = L29 minutes
Reach #10 Total lime = 1.29 minutes
_> Reach 0-1 -
Channel Flow
Length = 799.4 ft
Height = 16.2 ft
Slope= 0.0203 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 16.00 sf (Assume 4'x 4' Channel)
Wetted Perimeter = 12.00 ft (Assume 4'x 4' Channel)
Channel Velocity = 5.71 ft/sec
Segment Time = 2.33 minutes
Reach #11 Total Time = 2.33 minutes
Reach #12
Channel Flow
Length = 58.3 ft
Height = I ft
Slope = 0.0172 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Tx 4' Channel)
Wetted Perimeter = 13.00 ft (Assume Y x 4' Channel)
Channel Velocity = 5.78 ft/sec
Segment Time = 0.17 minutes
Reach #12 Total Time = 0.17 minutes

NEW HILL PLACE REACHES B.IHNATOLYA, PE
KRG-08020 9/25/2008

Reach #I3

Channel Flow
Length = 111.4 ft
Height = 1.7 ft
Slope= OA153 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 Y x 4' Channel)
Channel Velocity = 5.45 ft/sec
Segment Time = 0.34 minutes

Reach #13 Total Time = 0.34 minutes

Reach #14

Channel Flow
Length = 259.6 ft
Height = 3.7 ft
Slope = 0.0143 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Welted Perimeter= 13.00 ft (Assume Y x 4' Channel)
Channel Velocity = 527 ft/sec
Segment Time = 0.82 minutes
Reach #14 Total Time = 0.82 minutes
=y Reach 15
Channel Flow
Length = 368.5 ft
Height = 4.6 ft-
Slope = 0.0125 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 12.00 sf (Assume 4' x 3' Channel)
Wetted Perimeter = 10.00 ft (Assume Tx 3' Channel)
Channel Velocity = 4.18 ftlseo
Segment Time = 1.47 - minutes
Reach #15 Total Time = 1.47 minutes
Reach #16

Channel Flow
'Length = 725.8 ft
Height = 14.7 ft
Slope = 0.0203 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 12.00 sf (Assume Tx YChannel.)
Wetted Perimeter= 10.00 ft. (Assume 4'x 3' Channel)
Channel Velocity= 5.32 ft/sec
Segment Time = 2.27 minutes
Reach #16 Total Time = 2.27 minutes;
NEW HILL PLACE REACHES
KRG-08020
=>Reach #17
Channel Flow
Length = 823.1 ft
Height = 17.7 ft
Slope = 0.0215 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 12.00 sf (Assume 4'x 3' Channel)
Wetted Perimeter = 10.00 ft (Assume Tx Y Channel)
Channel Velocity = 5.48 fUsec
Segment Time = 2.50 minutes
Reach #17 Total Time= 250 minutes
Reach #18
Channel Flow
Length = 595.5
Height = 11:8
Slope = 0.0198
Manning's n= 0.045
Flow Area = 16.00
Wetted Perimeter= =1100
Channel Velocity = 5.65
ft
ft
ft/ft
Natural Channel
sf (Assume 4'x 4' Channel)
ft (Assume 4'x 4' Channel)
ft/sec
Segment Time = 1.76 minutes
Reach #18 Total Time = 1.76 minutes
B. IHNATOLYA, PE
9/25/2008
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HMS * Summary of Results
Project : KRG-08000
Start of Run 13FebO8 0100
End of Run 14FebO8 0100
Execution Time 25SepO8 1312
Run Name : Pre-1
Basin Model Pre-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1A 0.56242 13 Feb 08 1320 0.17141 0.019
Reach-1 0.56242 13 Feb 08 1320 0.17141 0.019
Subbasin-1C 0.20033 13 Feb 08 1304 0.020375 0.001
Reach-4 0.20033 13 Feb 08 1304 0.020375 0.001
Subbasin=lE 0.50717 13 Feb 08 1317 0.12828 0.012
Reach-7 0.50717 13 Feb 08 1317 0.12828 0.012
Subbasin-1H 1.7192 13 Feb 08 1311 0.28948 0.022
Subbasin-13 2.4734 13 Feb 08 1316 0.53782 0.046
Junction-3 4.0920 13 Feb 08 1313 0.82730 0.068
Reach-9 4.0920 13 Feb 08 1315 0.82615 0.068
Subbasin-1F 0.98890 13 Feb 08 1302 0.069290 0.003
Reach-8 0:98890 13 Feb 08 1303 0.069255 0.003
Junction-2 4.8979 13 Feb 08 1315 1.0237 0.084
qubbasin-1G 0.53652 13 Feb 08 1318 0.19166 0.024
:tion-5 5.4210 13 Feb 08 1315 1.2153 0.108
Reach-6 5.4210 13 Feb 08 1315 1.2153 0.108
Subbasin-ID 0.21503 13 Feb 08 1303 0.016839 0.001
Reach-5 0.21503 13 Feb 08 1303 0.016839 0.001
Junction-1 5.5758 13 Feb OS 1315 1.2526 0.110
Reach-3 5.5758 13 Feb 08 1317 1.2508 0.110
Subbasin-1B 1.2897 13 Feb OS 1305 0.12521 0.007
Reach-2 1.2897 13 Feb 08 13.07 0.12506 0.007
POA..#1 6.7540 13 Feb 08 1316 1.5473 0.136
Subbasin-2A 0.42984 13 Feb 08 1307 0.088254 0.010
Reach-18 0.42984 13 Feb 08 1308 0.088186 0.010
Subbasin-2C 5.2434 13 Feb 08 1306 0.63757 0.044
Reach-11 5.2434 13 Feb 08 1308 0.63676 0.044
Subbasin-2B 0:86353 13 Feb 08 1307 0.10744 0.007
Reach-10 0.86353 13 Feb 08 1308 0.10737 0.007
POA #2 6.5368 13 Feb 08 1308 0.83231 0.061
Subbasin-3A 0.054262 13 Feb 08 1305 0.012082 0.002
Reach-12 0.054262 13 Feb 08 1305 0.012082 0.002
Subbasin-3C 0.70290 13 Feb 08 1316 0.24620 0.031
Reach-15 0.70290 13 Feb 08 1317 0.24599 0.031
Subbasin-3E 6.0563 13 Feb 08 1310 0.70586 0.034
Reach-17 6.0563 13 Feb 08 1312 0.70508 0.034
Subbasin-3D 0.15235 13 Feb 08 1307 0.040988 0.005
-h-16 0.15235 13 Feb 08 1309 0.040920 0.005
cion-4 6.8368 13 Feb 08 1312 0.99200 0.070
Reach-14 6.8368 13 Feb 08 1312 0.99200 0.070
Subbasin-3B 0.024838 13 Feb 08 1307 0.0064323 0.001
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
-ich-13 0.024838 13 Feb 08 1307 0.0064323 0.001
A #3 6.8880 1-3 Feb 08 1312 1.0105 0.072
Subbasin-4 0.11524 13 Feb 08 1310 0.035290 0.004
POA #4 0.11524 13 Feb 08 1310 0.035290 0.004
Subbasin-5 3.7380 13 Feb 08 1305 0.37730 0.024
POA #5 3.7380 13 Feb 08 1305 0.37730 0.024
Page: 2
HMS * Summary of Results
Project KRG-08000 Run Name : Pre-100
Start of Run 13Feb08 0100 Basin Model : Pre-Development
End of Run 14Feb08 0100 Met. Model : 100-Year Storm
Execution Time 25Sep08 1312 Control Specs : 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1A 27.540 13 Feb 08 1320 2.8825 0.019
Reach-1 27.540 13 Feb 08 1320 2.8825 0.019
Subbasin-1C 3.3976 13 Feb 08 1309 0.24829 0.001
Reach-4 3.3976 13 Feb 08 1309 0.24829 0.001
Subbasin-lE 19.208 13 Feb 08 131 9 1.9737 0.012
Reach-7 19.208 13 Feb 08 1319 1.9737 0:012
Subbasin-1H 40.769 13 Feb 08 1316 3.7975 0:022
Subbasin-lI 74.696 13 Feb 08 1319 7.6235 0.046
Junction-3 114.39 13 Feb 08 1318 11.421 0.068
Reach-9 114.39 13 Feb 08 1320 11.414 0.068
Subbasin-1F 8.4180 13 Feb 08 1308 0.59722 0.003
Reach-8 8.4180 13 Feb 08 1309 0.59707 0.003
Junction-2 138.19 13 Feb 08 1319 13.985 0.084
qubbasin-1G 36.066 13 Feb 08 1317 3.5443 0.024'
:tion-5 173.94 13 Feb 08 1319 17.529 0.108
h-ach-6 173.94 13 Feb 08 1319 17.529 0.108
Subbasin=lD 2.2106 13 Feb 08 1309 0.16096 0.001
Reach-5 2.2106 13 Feb 08 1309 0.16096 0.001
Junction-1 177.26 13 Feb 08 1319 17.939 0.110
Reach-3 177.26 13 Feb 08 1321 17.928 0.110
Subbasin-1B 17.148 13 Feb 08 1311 1.3428 0.007
Reach-2 17.148 13 Feb 08 1313 1.3421 0.007
POA #1 217.26 13 Feb 08 '1320 22.153 0.136
Subbasin-2A 18.725 13 Feb 08 1310 1.4766 0.010
Reach-18 18.725 13 Feb 08 1311 1.4761 0,010
Subbasin=2C 95.494 13 Feb 08 1312 7.7785 0.044
Reach-11 95.494 13 Feb 08 1314 7:7742 0.044
Subbasin-2B 15.865 13 Feb 08 1312 1.3110 0.007
Reach-10 15.865 13 Feb 08 1313 1.3106 0.007
POA #2 129.61 13 Feb 08 1313 10.561 0:0'61
Subbasin-3A 3.1010 13 Feb 08 1308 0.22222 0.002
Reach-12 3.1010 13 Feb 08 1308 0.22222 0.002
Subbasin-3C 47.659 13 Feb 08 1316 4.5501 0.031
Reach-15 47.659 13 Feb 08 1317 4.5487 0.031
Subbasin-3E 71.362 13 Feb 08 1317 6.7644 0.034
Reach-17 71.362 13 Feb 08 1319 6.7609 0.034
Subbasini-3D 9.5559 13 Feb 08 1310 0.75493 0.005
--^h-16 9.5559 13 Feb 08 1312 0.75447 0.005
tion-4 126.79 13 Feb 08 1318 12.064 0.070
Reach-14 126.79 13 Feb 08 1318 12.064 0.070
Subbasin-3B 1.5288 13 Feb 08 1310 0.11844 0.001
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Bch-13 1.5288 13 Feb 08 1310 0.11844 0.001
#3 129.70 13 Feb 08 1318 12.405 072
Subbasin-4 7.6265 13 Feb 08 1313 0:•65083 0.004
POA #4 7.6265 13 Feb 08 1313 0.65083 0.004
Subbasin-5 56.280 13 Feb 08 - 1310 4.3054 0.024
POA #5 56.280 13 Feb 08 1310 4.3054 0.024
Page: 2
POST- NAT IC
CALCULATIONS
NEW HILL PLACE
KRG-08020
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NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #1A 9/25/2008
1 SCS CIJA NiAIBFRL
HSC -1 Impervious ? ?-®peQ ?T? ooded ?`
?A _ 98 39 II1 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume. HSG'A'= 0.0%
HSG'B'= 91.9%
HSG'C' = 0.0%
HSG'D'= 8.1%
Cover Condition? SCS CN Comments
Y
Impervious 93
Open 63 Assume good condition
Wooded 57 Assume good condition
IL 1,6ST-I3EVELOPMENT
A. Watershed Breakdowns
Contributing Area -_®«
Y I SCS CN I Area [acres] I Comments
Onsite impervious 98 0.07 -
Onsite open 63 0.34 Assume good condition
Onsite wooded 57 7.00 Assume good condition
Onsite pond 100 0.00
_ Offsite impervious 98 0.44 ( -

Offsite open
63 (
0.15 _
Assume good condition
Offsite wooded 57 0.00 Assume good condition
OMite pond -? e? 100 0.00
Total area = 8.00 acres
0.0125 sq.mi.
Composite SCS CN = 60
% Impervious = 6.4%
B. Time of Concentration Information
:.,**Ti,,
o concentration is calculated using the SCSSegmental Approach (7R-55).
Segment]: Overland Flow
Length = 100 ft
Height = 2.05 ft
Slope = 0.0205 ft/ft
Manning's in = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Walce County, NC)
Segment Time = 20.05 ininutes
Segpnent3: Channaefflow
Length = 71.6 ft
Height = 6 ft
Slope= 0.0838 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 = 17.26 ft/sec
Segment Time = 0.07 minutes
Segment 2: Concentrated F'lorv
Length = 25.5 ft
Height = 2 ft
Slope = 0.0784 ft/ft
Paved ? = No
Velocity = 4.52 ft/sec
Segment Time = 0.09 n inzutes
Segment 4: Channel Flow
Length = 624.3 ft
Height = 44.3 ft
Slope = 0.0710 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x P Channel)
Channel Velocity = 5.56 ft/sec
Segment Time = 1.87 ininutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #1A 9/25/2008
Time of Concentration = 22.08 minutes
SCS Lag Time = 13.25 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.84 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #IB 9/25/2008
S'( l1lt?-IAI3BSFI2S
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A'= 0.0%
HSG'B' = 59A%
HSG'C'= 0.0%
HSG'D'= 40.6%
Cover Condition SCS CN Comments
Impervious 98
Open 69 Assume good condition
Wooded 64 Assume good condition
?L; ('OST-I)EVELQ?.1II'11 ,
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 69 0.29 Assume good condition
Onsite wooded 64 2.64 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 69 0.00 Assume good condition
Offsite wooded 64 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 2.93 acres
0.0046 sq.mi.
Composite SCS CN = 64
% Impervious = 0.0%
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 100 ft
Height = 10.4 ft
Slope = 0.1040 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 10.47 minutes
Segment 2: Concentrated Flow
Length = 176.1 ft
Height = 32.9 ft
Slope = 0.1868 ft/ft
Paved 7 = No
Velocity = 6.97 ft/sec
Segment 77me = 0.42 minutes
Time of Concentration = 10.89 minutes
SCS Lag Time = 6.53 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.89 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #1 C 9/25/2008
r T' ('I -RN-E- NUMBERS
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume.
HSG'A' = 0.0%
HSG'B'= 68.8%
HSG'C'= 0.0%
HSG'D' = 31.2%
Cover Condition SCS CN Comments
Impervious 98
Open 67 Assume good condition
Wooded 62 Assume good condition
II. POST' DEVEI.OPi1IEN 1'
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.06 -
Onsite open 67 0.32 Assume good condition
Onsite wooded 62 0.39 Assume good condition
Onsite and 100 0.00
Offsite impervious 98 0.00 -
Offsite open 67 0.00 Assume good condition
Offsite wooded 62 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 0.77 acres
0.0012 sq.mi.
Composite SCS CN = 67
% Impervious = 7.8%
B. Time of Concentration Information
Time of concentration was conservatively 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. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin OD-Bypass 9/25/2008
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume.
HSG'A' = 0.0%
HSG'B' = 54.2%
HSG'C' = 0.0%
HSG'D' = 45.8%
Cover Condition SCS CN Comments
Impervious 98
Open 70 Assume good condition
Wooded 65 Assume good condition
fl ioP T-DEVLLOP iEl? I
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 70 0.35 Assume good condition
Onsite wooded 65 0.06 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00
Mite open 70 0.00 Assume good condition
Offsite wooded 65 0.00 Assume good condition
Mite. and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
0.41 acres
0.0006 sq.mi.
69
0.0%
B. Time of Concentration Information
Time of concentration tvas conservatively 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. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #1D-To SWMF #4 9/25/2008

Assume.
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 98.0%
HSG'C'= 0.0%
HSG'D' = 2.0%
Cover Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
?lI I'aST DEVEI?.OI'?TFY;I'
A. Watershed Breakdown
Total Onsite Commercial Area =
Assumed % Impervious =
Total Impervious from Onsite Commercial Area =
17.05 acres
95%
16.20 acres
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 16.25 -
Onsite open 61 3.46 Assume good condition
Onsite wooded 55 1.80 Assume good condition
Onsite and 100 1.58 -
Mite impervious 98 3.11 -
Offsite open 61 1.74 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 27.94 acres
0.0437 sq.mi.
Composite SCS CN = 89
% Impervious = 69.3%
B. Time of Concentration Information
Time of concentration ivas conservatively 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. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #IE 9/25/2008
L SCS CUR YE NUMBERS
_ HG gmpe_rvioaasOpen Wooded
A ; 98 39 30
B 98 61 55
C 98 ( 74 70

D m i -- -98 80 _
_ 77
Assume. HSG'A' = 0.0%
HSG'B' = 92.2%
HSG'C' = 0.0%
HSG'D' = 7.8%

Cover Condition SCS CAI Comments
Impervious 98
Open 62 Assume good condition
Wooded 57 Assume good condition

Il. POSH DET>EMOPRE-NT
A. Watershed Breakdown
Contributing Area. SCS CN Area [acres] Comments
Onsite impervious 98 0.14
Onsite open 62 0.16 Assume good condition
Onsite wooded 57 7.51 Assume good condition
Onsite pond 100 0.00 -
Offsite impervious 98 0.07
Offsite open 62 _ 0.08 Assume good condition

_ Offsite wooded
57 (
0.00 _
Assume good condition
- Offsite pond _ 100 0.00
'T'otal area = 7.96 acres
0.0124 sq.mi.
Composite SCS CAI= 58
% Impervious = 2.6%
B. Time of Concentration Information
*"Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 100 ft
Height= 2.4 ft
Slope= 0.0240 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County; NC)
Segment Y71ne = 18.32 minutes
Segment 3: Channel Flow
Length= 567 ft
Height = 31.2 ft
Slope = 0.0550 ft/ft
Manning 's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x P Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x 1' Channel)
Channel Velocity= 4.89 ft/sec
Segment Time = 1.93 minutes
Segment 2: Concentrated Flow
Length = 246.2 ft
Height = 28.1 ft
Slope = 0.1141 ft/ft
Paved ? = No
Velocity = 5,45 ft/sec
Segment Time = 0.35 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #IE 9/25/2008
Time of Concentration = 21.51 minutes
SCS Lag Time = 12.90 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.74 minutes (= 0.29*SCS La
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #IF-Bypass 9/25/2008

HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume.
HSG'A' = 0.0%
HSG'B' = 14.5%
HSG'C'= 0.0%
HSG'D' = 85.5%
Cover Condition SCS CN Comments
Impervious 98
Open 77 Assume good condition
Wooded 74 Assume good condition
POST DEV OPI WN jj'
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.01 -
Onsite open 77 0.30 Assume good condition
Onsite wooded 74 0.52 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00
Offsite open 77 0.00 Assume good condition
Offsite wooded 74 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 0.83 acres
0.0013 sq.mi.
Composite SCS CN = 75
% Impervious = 1.2%
B. Time of Concentration Information
Time of concentration ivas conservatively 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. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #1 F-To SWMF #3 9/25/2008
. SC s (VRME N?
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume:
HSG'A' = 0.0%
HSG'B' = 98.3%
HSG'C' = 0.0%
HSG'D'= 1.7%
Cover Condition SCS CN Comments
Impervious 98
O en 61 Assume good condition
Wooded 55 Assume good condition
t I 1'OS'I-DEVELQPMVR1
A. Watershed Breakdown
Total Onsite Commercial Area =
Assumed % Impervious =
Total Impervious from Onsite Commercial Area=
2.13 acres
95%
2.02 acres
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 2.02 -
Onsite open 61 1.18 Assume good condition
Onsite wooded 55 0.00 Assume good condition
Onsite and 100 0.29 -
Offsite impervious 98 0.00 -
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 3.49 acres
0.0055 sq.mi.
Composite SCS CN = 86
% Impervious = 57.9%
B. Time of Concentration Information
Time of concentration mas conservatively 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
KRG-08020 Post-development - Subbasin #1G
J. S('1 (rTRS'r 1f'"t713ET2S
Assume:
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 96.1%
HSG'C' = 0.0%
HSG'D'= 3.9%
Cover Condition SCS CN Comments
Impervious 98
Open 62 Assume good condition
Wooded 56 Assume good condition
lI POST I)EVELOPI11,Lz? 1'
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 62 0.35 Assume good condition
Onsite wooded 56 0.42 Assume good condition
Onsite and 100 0.00
Offsite impervious 98 0.00 -
Offsite open 62 0.00 Assume good condition
Offsite wooded 56 0.00 Assume good condition
Offsite and 100 0.00
Total area = 0.77 acres
0.0012 sq.mi.
Composite SCS CN = 59
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration ivas conservatively 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)
B. IHNATOLYA, PE
9/25/2008
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #IH 9/25/2008
I. SCS cull"-N-U- NNI ERS
?- ?LLHSG? Impervious
98 Open
39._ _ Wooded
30 --
B 98 61 55
C 98 74 70
D 98 80 77
Assume. HSG'A' = 0.0%
HSG'B' = 84.6%
HSG'C' = 0.0%
HSG'D' = 15.4%
j?C®ae Cundehon 5CS ?CiV Comments
w Impervious 98
Open 64 ( Assume good condition
Wooded 58 Assume good condition

lfl. ????-I??vl???s?16r???,
A. Watershed Breakdown
Contributing Area aSCS CN Area [acres] Comments
Onsite impervious 98 0.06 -
Onsite open 64 0.63 Assume good condition
_ Onsite wooded 58 5.84 Assume good condition
Onsite pond 100 0.00 -
Offsite impervious 98 0.19 -
Offsite open 64 _ 0.10 Assume good condition
Offsite wooded 58 0.00 ( Assume good condition
offsitepond _ 100 0.00 1 ? - ?-
Total area = 6.82 acres
0.0107 sq.mi.
Composite SCS CN = 60
% Impervious = 3.7%
B. Time of Coneentration Information
,F**Thne of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flown
Length = 100 ft
Height= 538 ft
Slope= 0.0538 ft/ft
Manning's n = 0.39 Pavement/Woods
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 13.35 minutes
Segment 3: Channel Flown
Length = 510.7 ft
Height = 17.72 ft
slope = 0.0347 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4.00 sf (Assume 2'x 2' Channel)
Wetted Perimeter = 6.00 ft (Assume 2'x 2' Channel)
Channel Velocity = 4.71 ft/sec
Segment Time = 1.81 minutes
Segment 2: Concentrated Flown
Length = 310.8 ft
Height= 31.2 ft
Slope = 0.1004 ft/ft
Paved ? = No
Velocity = 5.11 ft/sec
Segment Time = 1.01 minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #IH 9/25/2008
Time of Concentration = 16.18 minutes
SCS Lag Time = 9.71 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.81 minutes (= 0.29*SCS La
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #17-Bypass 9/25/2008
1. s c, cURl'E NUSM AS
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume:
HSG'A' = 0.0%
HSG'B' = 87.5%
HSG'C' = 0.0%
HSG'D'= 12.5%
Cover Condition SCS CN Comments
Impervious 98
Open 63 Assume ood condition
Wooded 58 Assume good condition
H. 60,ST-D f-rN.01"N1 ENT
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 63 1.78 Assume good condition
Onsite wooded 58 1.35 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Mite open 63 0.00 Assume good condition
Mite wooded 58 0.00 Assume good condition
Mite and 100 0.00 -
Total area = 3.13 acres
0.0049 sq.mi.
Composite SCS CN = 61
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration was conservatively 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. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #H--To SWMF 91 9/25/2008
[I. s01, [M-7-54Nmr- s
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume.
HSG'A' = 0.0%
HSG'B' = 99.8%
HSG'C' = 0.0%
HSG'D' = 0.2%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
111. F6ST-DEVELOPIGII i'
A. Watershed Breakdown
Total Onsite Commercial Area = 7.01
Assumed % Impervious = 95%
Total Impervious from Onsite Commercial Area = 6.66
acres
acres
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 6.66 -
Onsite open 61 2.17 Assume good condition
Onsite wooded .55 0.00 Assume good condition
Onsite and 100 0.65 -
Offsite impervious 98 1.07 -
Mite open 61 0.14 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 10.69 acres
0.0167 sq.mi.
Composite SCS CN = 90
% Impervious = 72.3%
B. Time of Concentration Information
Time of concentration ivas conservatively 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. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #11-To SWMF #2 9/25/2008
1 SCS (tRViNrnlt
Assume.
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 100.0%
HSG'C' = 0.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
POST DEVELOPI1i?ENl'
A. Watershed Breakdown
Total Onsite Commercial Area= ' 20.05
Assumed % Impervious = 95%
Total Impervious from Onsite Commercial Area= 19.05
acres
acres
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 19.05 -
Onsite open 61 6.44 Assume good condition
Onsite wooded 55 0.00 Assume good condition
Onsite and 100 1.65
Offsite impervious 98 1.00 -
Mite open 61 0.48 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 28.62 acres
0.0447 sq.mi.
Composite SCS CN = 89
% Impervious = 70.1%
B. Time of Concentration Information
Time of concentration ivas conservatively 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. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #2A 9/25/2008
1. Sc S CURVE _nI?IBY lti
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A' = 0.0%
HSG'B'= 100.0%
HSG'C' = 0.0%
HSG'D' = 0.0%,
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
11 L'OS`T DEV>EL,O?Al,?'?"1'
A. Watershed Breakdown
Contributing Area SCS CN Area [acres) Comments
Onsite impervious 98 0.00
Onsite open 61 0.17 Assume good condition
Onsite wooded 55 2.03 Assume good condition
Onsite pond. 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite End 100 0.00 -
Total area = 2.20 acres
0.0034 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach ('TR-55).
Segment 1: Overland Flow
Length = 100 ft
Height = 10.8 ft
Slope = 0.1080 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 10.31 minutes
Segment 2: Concentrated Flow
Length = 121 ft
Height = 25.7 ft
Slope = 0.2124 ft/ft
Paved ? = No
Velocity = 7.44 ft/sec
Segment Time = 0.27 minutes
Time of Concentration = 10.58 minutes
SCS Lag Time = 6.35 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.84 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development -Subbasin #2B 9/25/2008
i7. SCS CURVE N[IMB331ti
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A' = 0.0%
HSG'B' = 76.9%
HSG'C' = 0.0%
HSG'D'= 23.1%
Cover Condition SCS CN Comments
Impervious 98
Open 65 Assume good condition
Wooded 60 Assume good condition
t 1 osT n?vli LOriiti i
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.02
Onsite open ' 65 0.36 Assume good condition
Onsite wooded 60 3.63 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 65 0.00 Assume good condition
Offsite wooded 60 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 4.01 acres
0.0063 sq.mi.
Composite SCS CN = 61
% Impervious = 0.5%
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 100 ft
Height = 4.2 ft
Slope = 0.0420 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 15.05 minutes
Segment 2: Concentrated Flow
Length = 345.9 ft
Height = 41.4 ft
slope = 0.1197 ft/ft
Paved ? = No
Velocity= 5.58 ft/sec
Segment Time = 1.03 minutes
Time of Concentration = 16.08 minutes
SCS Lag Time = 9.65 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.80 minutes (= 0.29*SCS Lag)
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #2C-Bypass #1 9/25/2008
I ,S(5 C L' N F ViJMBRS
Assume:
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 68.4%
HSG'C' = 0.0%
HSG'D' = 31.6%
Cover Condition , SCS CN Comments
Impervious 98
Open 67 Assume ood condition
Wooded 62 Assume good condition
11. I'Oti l'-llG?'TT.UPh7T'fi I'
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.03 -
Onsite open 67 1.51 Assume good condition
Onsite wooded 62 1.88 Assume good condition
Onsite and 100 0.00 -
Mite impervious 98 0.00 -
Mite open 67 0.00 Assume good condition
Mite wooded 62 0.00 Assume good condition
Mite and 100 0.00 -
Total area 3.42 acres
0.0053 sq.mi.
Composite SCS CN= 64
% Impervious = 0.9%
B. Time of Concentration Information
Time of concentration was conservatively 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. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #2C-Bypass #2 9/25/2008
T.SCS f LTILVE IdUi MFRS
HSG Impervious
' Open Wooded ?1/4 Ac.RResid Lots
A 98 39 30 61
B ( 98 61 55 75
C 98 74 70 83
D 98 f 80 77 87
Assume: HSG'A' = 0.0%
HSG'B' = 100.0%
HSG'C'= 0.0%
HSG D' = 0.0%
an"? tovwr Condition - L SCS Ali Comments
Impervious
Open 61 Assume good condition
Wooded 55 Assume good condition
1/4 Ac. Resid. Lots 75 Assume 38% Impervious
U. P0ST4FA1FL0V,*-rNT
A. Watershed Breakdown
Contributing Area ( SCS CN
? Area [acres] I
- Comments
Onsite impervious
?L- ---6
0.

l
--
Onsite open 61 0.22 Assume good condition -
Onsite wooded ( 55 0.29 Assume good condition
Onsite pond 100 0.00
Offsite impervious 98 1.36

Offsite open 61
4.09 _
Assume good condition
Offsite wooded ( 55 0.29 Assume good condition
Offsite 1/4 Ac Resid. Lots 75 0.77 Assume 38% Impervious
Offsite pond ?? 100 0.00 4
Total area = 7.07 acres
0.0110 sq.mi.
Composite SCS CN = 69
% Impervious = 19.9%
B. Time of Concentration Information
*"Time of concentration is calculated using the SCS Segmentol Appr ooch (TR-55).
Segment 1: Operland Flow Segmen12: Concentrated Flow
Length = 100 ft Length = 36.9
Height = 3.9 ft Height = 1.8
Slope = 0.0390 ft/ft Slope = 0.0488
Manning's n = 0.24 Dense Grasses Paved ? = No
P (2-year/24-hour) = 3.6 inches (Wake County, NC) Velocity= 3.56
Segment Time = 10.30 minutes Segment Time = 0.17
Segment 3: Channel Flow Segment 4: Channel Flow
Length = 142.5 ft Length = 54.8
Height= 11.6 ft Height= 8.9
Slope = 0.0814 ft/ft Slope = 0.1624
Manning s n = 0.013 Assume 18" RCP Culvert Manning's n = 0.013
Flow Area = 1.77 sf (Assume 18" RCP) Flow Area = 1.77
Wetted Perimeter = 4.71 ft (Assume 18" RCP) Wetted Perimeter = 4.71
Channel Velocity = 17.01 ft/sec Channel Velocity = 24.03
Segment Time = 0.14 miarptes Segment Time = 0.04
ft
ft
ft/ft
ft/sec
minutes
ft
ft
ft/ft
Assume 18" RCP Culvert
sf (Assume 18" RCP)
ft (Assume 18" RCP)
ft/sec
minutes
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #2C-Bypass #2 9/25/2008
Time of Concentration = 10.65 minutes
SCS Lag Time = 6.39 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.85 minutes = 0.29*SCS La
NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-08020 Post-development - Subbasin #2C-To SWMF #5 9/25/2008
,I. SCS CURVE NUMBERS
Assume.
HSG Impervious Open Wooded
A '98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A'= 0.0%
HSG'B' = 95.0%
HSG'C'= 0.0%
HSG'D' = 5.0%
Cover Condition SCS CN Comments
Impervious 98
Open 62 Assume good condition
Wooded 56 Assume good condition
)1 PO9T-DEVEL6P4fff
A. Watershed Breakdown
Total Onsite Commercial Area =
Assumed % Impervious =
Total Impervious from Onsite Commercial Area .7
6.28 acres
95%
5.97 acres
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 5.97
Onsite open 62 1.55 Assume good condition
Onsite wooded 56 0.00 Assume good condition
Onsite and 100 0.48 -
Offsite impervious 98 0.00 -
Offsite open 62 0.00 Assume good condition
Offsite wooded 56 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 8.00 acres
0.0125 sq.mi.
Composite SCS CN = 91
% Impervious = 74.6%
B. Time of Concentration Information
Time of concentration was conservatively 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 REACHES
KRG-08020
III: CHA' REACII DATA
Reach #1

Channel Flow
Length = 168 ft
Height = 2.3 ft
Slope= 0.0137 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Wetted Perimeter = 13.00 ft (Assume 5'x 4' Channel)
Channel Velocity= 5.16 ft/sec
Segment Time = 0.54 minutes

Reach #1 Total Time = 0.54 minutes

Reach #2

Channel Flow
Length = 556.7 ft
Height = 5.8 ft
Slope = 0.0104 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Wetted Perimeter = 13.00 ft (Assume Y x 4' Channel)
Channel Velocity= 4.50 ft/sec
Segment Time = 2.06 minutes

Reach #2 Total Time = 2.06 minutes

Reach #3

:hannel Flow
Length = 177 ft
Height = 4.5 ft
Slope = 0.0254 ftift
Manning's n = 0.013 Assume 72" RCP Culvert
Flow Area = 28.27 sf (Assume 72" RCP)
Wetted Perimeter = 18.85 ft (Assume 72" RCP)
Channel Velocity = 23.94 ft/sec
Segment Time = 0.12 minutes
Channel Flow
Length = 667.2 ft
Height = 7.8 ft
Slope = 0.0117 ftift
Manning's n = 0.045 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Wetted Perimeter = 13.00 ft (Assume Y x 4' Channel)
Channel Velocity = 4.77 ft/sec
Segment Time = 233 minutes

Reach #3 Total Time = 2.45 minutes
B. IHNATOLYA, PE
9/25/2008
B. IHNATOLYA, PE
9/25/2008
Length = 37 ft
Height = 12.8 ft
Slope = 0.3459 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x P Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x 1' Channel)
Channel Velocity= 1227 ft/sec
Segment Time = 0.05 minutes
Channel Flow
Length = 67.3 ft
Height= 1.5 ft
Slope = 0.0223 ft/ft
Manning's n = OA45 Natural Channel
Flow Area = 20.00 sf (Assume Y x 4' Channel)
Wetted Perimeter = 13.00 ft (Assume 5' x_ 4' Channel)
Channel Velocity = 6.59 ft/sec
Segment Time = 0.17 rnImnes

Reacla #4 Total Time = 0.22 minutes

_> 1?eraeli #5

Channel Flow
Length = 81.4 ft
Height = 2.6 ft
Slope = 0.0319 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4.00 sf (Assume 2'x 2' Channel)
Wetted Perimeter = 6.00 ft (Assume Tx 2' Channel)
Channel Velocity = 4.52 ft/see
Segment Time = 0.30 minutes
Length = 116.7 ft
Height = 5.5 ft
Slope = 0.0471 f`Jft
Manning's n = 0.045 Natural Channel
Flow Area = 12.00 sf (Assume 4'x 3' Channel)
Wetted Perimeter = 10.00 ft (Assume Tx 3' Channel)
Channel Velocity = 8.12 ft/sec
Segment Time = 0.24 minutes

Reach #5 Total Time = 0.54 minutes 71

Reaela #6

Channel Flow
Length = 129.7 ft
Height = 2.2 ft
Slope = 0.0170 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' Channel)
Channel Velocity = 5.75 ft/sec
Segment Time = 0.38 nZinutes

Reach #6 Total Time = 0.38 minutes
NEW HILL PLACE REACHES
KRG-08020

_> Reach #7

Channel Flow
Length = 316 ft
Height = 6.9 ft
Slope = 0.0218 Rift
Manning's n = 0.045 Natural Channel
Flow Area = 12.00 sf (Assume 4'x 3' Channel)
Wetted Perimeter = 10.00 ft (Assume 4'x 3' Channel)
Channel Velocity = 5.53 ft/sec
Segment Time = 0.95 minutes

Reach #7 Total Time = 0.95 minutes

Reach #8

Channel Flow
Length = 66.4 ft
Height = 5.1 ft
Slope = 0.0768 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x 1' Channel)
Channel Velocity = 5.78 ft/sec
Segment Time = 039 minutes
Channel Flow
Length = 50 ft
Height = 1.2 ft
Slope = 0.0240 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 9.00 sf (Assume Y x 3' Channel)
Wetted Perimeter = 9.00 ft (Assume Y x 3' Channel)
Channel Velocity = 5.13 ft/sec
Segment Time = 0.16 minutes
Reach #8 Total Time = 0.35 minutes
Reach #9'
Channel Flow
Length = 706.3 ft
Height = 15.8 ft
Slope = 0.0224 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 12.00 sf (Assume 4'x 3' Channel)
Wetted Perimeter = 10.00 ft (Assume 4'x 3' Channel)
Channel Velocity = 5.59 ft/sec
Segment Time = 2.10 minutes
Reach #9 Total Time = 2.10 minutes
B. IHNATOLYA, PE
9/25/2008
NEW HILL PLACE REACHES
KRCT-08020
_> Reach #10
Channel Flow
Length = 399 ft
Height = 6.6 ft
Slope = 0.0165 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 16.00 sf (Assume 4'x 4' Channel)
Wetted Perimeter = 12.00 It (Assume 4'x 4' Channel)
Channel Velocity = 5.16 ft/see
Segment Time = 1.29 minutes
Reach #10 Total Time = 1.29 minutes
Reach #11
Channel Flow
Length = 263.6 It
Height = 8.7 ft
Slope = 0.0330 ft/ft
Manning's n = 0.013 Assume 54" RCP Culvert
Flow Area = 15.90 sf (Assume 54" RCP)
Wetted Perimeter = 14.14 It (Assume 54" RCP)
Channel Velocity = 22.52 ft/sec
Segment Time = 0.20 minu€es
Channel Flow
Length = 513.1 ft
Height= 8.4 ft
Slope = 0.0164 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area= 16.00 sf (Assume 4'x 4' Channel)
Wetted Perimeter = 12.00 It (Assume Tx 4' Channel)
Channel Velocity = 5.13 ft/sec
Segment Time = 1.67 minutes
Reach #11 Total Time = 1.56 minutes
Reach #12
Channel Flow
Length = 41.7 ft
Height = 8.5 ft
Slope = 0.2038 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x 1' Channel)
Channel Velocity = 9.42 ft/sec
Segment Time = 0.07 minutes
Channel Flow
Length = 382.6 ft
Height = 9.8 ft
Slope = 0.0256 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 9.00 sf (Assume Y x 3' Channel)
Wetted Perimeter = 9.00 It (Assume Y x 3' Channel)
Channel Velocity= 5.30 ft/sec
Segment Time = 1.20 minutes

Reach 02 Total Time = 1.25 minutes
B. IHNATOLYA, PE
9/25/2008
NEW HILL PLACE REACHES
KRG-08020
-- each #13
Channel Flow
Length= 39 ft
Height = 4.3 ft
Slope = 0.1103 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area= 2.00 sf (Assume 2'x 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x P Channel)
Channel Velocity = 6.93 fusee
Segment Time = 0.09 minutes
Channel Flow
Length = 119.3 ft
Height= 1.3 ft
Slope = 0.0109 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 12.00 sf (Assume 4' x3' Channel)
Wetted Perimeter = 10.00 ft (Assume 4'x 3' Channel)
Channel Velocity = 3.90 fusee
Segment Time = 0.51 minutes

Reach #13 Total Time = 0.60 minutes
_> Reach #14
Channel Flow
Length = 1064 ft
Height= 37.3 ft
Slope = 0.0351 ft/ft
Manning s n = 0.013 Assume 30" RCP Culvert
Flow Area = 4.91 sf (Assume 30" RCP)
Wetted Perimeter = 7.85 ft (Assume 30" RCP)
Channel Velocity = 15.70 fusee
Segment Tune = 1.13 minutes
Channel Flow
Length = 59.8 ft
Height = 4.3 ft
Slope = 0.0719 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x I' Channel)
Channel Velocity = 5.59 fusee
Segment Time = 0.18 minutes
Channel Flow
Length = 252.1 ft
Height = 8.6 ft
Slope = 0.0341 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = , 4.00 sf (Assume Tx 2' Channel)
Wetted Perimeter = 6.00 ft (Assume 2'x 2' Channel)
Channel Velocity = 4.67 fusee
Segment Time = 0.90 minutes
B. IHNATOLYA, PE
9/25/2008
NEW HILL PLACE REACHES B. IHNATOLYA, PE
KRG-08020 9/25/2008
Channel Flow
Length = 351.1
Height = 7.7
Slope = 0.0219
Manning's n = 0.045
Flow Area = 12.00
Wetted Perimeter = 10.00
Channel Velocity = 5.54
Segment Time = 1.06
ft
ft
ft/ft
Natural Channel
sf (Assume 4' x3' Channel)
ft (Assume 4'x 3' Channel)
ft/sec
minutes
Reach #14 Total Time = 3.27 minutes
Reach #18
Channel Flow
Length = 323.1 ft
Height = 6.2 ft
Slope = 0.0192 fUft
Manning's n = 0.045 Natural Channel
Flow Area = 16.00 sf (Assume Tx 4' Channel)
Wetted Perimeter = 12.00 ft (Assume Tx 4' Channel)
Channel Velocity = 5.56 fUsec
Segment Time = 0.97 minutes

Reach #18 Total Time = 0.97 minutes
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HMS * Summary of Results
Project KRG-08000 Run Name : Post-IYR
Start of Run 13FebOB 0100 Basin Model Post-Development
End of Run 14Feb08 0100 Met. Model. 1-Year Storm
Execution Time 25Sep08 1501 Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-lA 1.1795 13 Feb 08 1311 0.18094 0.013
Reach-1 1.1795 13 Feb 08 1311 0.18094 0.013
Subbasin-lE 0.75120 13 Feb 08 1312 0.14472 0.012
Reach-7 0.75120 13 Feb 08 1312 0.14472 0.012
Subbasin-II To SWMF2 82.011 13 Feb 08 1256 4.1600 0.045
SWMF #2 0.85478 13 Feb 08 2328 0.84523 0.045
Reach-12 0.85478 13 Feb 08 2329 0.84405 0.045
Subbasin-1I To SWMF1 31.897 13 Feb 08 1256 1.6270 0.017
SWMF #1 0.31245 14 Feb 08 0041 0.31675 0.017
Reach-8 0.31245 14 Feb 08 0041 0.31675 0.017
Subbasin-II-Byp 1.0862 13 Feb 08 1300 0.078967 0.005
Junction-3 1.9212 13 Feb 08 1300 1.2398 0.066
Subbasin-1H 1.2435 13 Feb 08 1307 0.15534 0.011
'unction-6 2.7043 13 Feb 08 1303 1.3951 0.077
ch-9 2.7043 13 Feb 08 1305 1.3916 0.077
Subbasin-1F ToSWMF3 8.8531 13 Feb 08 1256 0.44470 0.005
SWMF #3 0.066549 14 Feb 08 0100 0.064553 0.005
Reach-5 0.066549 14 Feb 08 0100 0.064553 0.005
Subbasin-lF-Byp 1.1501 13 Feb 08 1257 0.058940 0.001
Junction-2 3.7003 13 Feb 08 1304 1.6598 0.096
Subbasin-1G 0.18500 13 Feb 08 1300 0.015780 0.001
Junction-5 3.8352 13 Feb 08 1303 1.6756 0.097
Reach-6 3.8352 13 Feb 08 1303 1.6756 0.097
Subbasin-1D To SWMF4 80.176 13 Feb 08 1256 4.0670 0.044
SWMF #4 0.86636 13 Feb 08 2241 0.85702 0.044
Reach-4 0.86636 13 Feb 08 2241 0.85702 0.044
Subbasin-1C 0.56214 13 Feb 08 1258 0.032112 0.001
Subbasin-1D Byp 0.33855 13 Feb 08 1258 0.018548 0.001
Junction-1 5.1417 13 Feb 08 1302 2.5833 0.143
Reach-3 5.1417 13 Feb 08 1304 2.5769 0.143
Subbasin-1B 1.2591 13 Feb 08 1303 0.096849 0.005
Reach-2 1.2591 13 Feb 08 1305 0.096745 0.005
POA #1 7.2113 13 Feb 08 1305 2.8546 0.160
Subbasin-2A 0.11614 13 Feb 08 1306 0.027370 0.003
Reach-18 0.11614 13 Feb 08 1306 0.027370 0.003
Subbasin-2C-Byp2 5.2375 13 Feb 08 1302 0.33937 0.011
Reach-14 5.2375 13 Feb 08 1305 0.33890 0.011
basin-2C ToSWMF5 24.809 13 Feb 08 1256 1.2742 0.013
r #5 0.15000 13 Feb 08 1948 0.15332 0.013
Reach-13 0.15000 13 Feb 08 1948 0.15332 0.013
Subbasin-2C Byp 1 1.7916 13 Feb 08 1259 0.11186 0.005
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
action-4 6.4369 13 Feb 08 1303 0.60408 0.029
...teach-11 6.4369 13 Feb 08 1304 0.60366 0.029
Subbasin-2B 0.88830 13 Feb 08 1307 0.10100 0.006
Reach-10 0.88830 13 Feb 08 1308 0.10094 0.006
POA #2 7.2879 13 Feb 08 1304 0.73197 0.039
Page: 2
HMS * Summary of Results
Project : YRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1502
Run Name : Post-100Yr
Basin Model Post-Development
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1A 23.554 13 Feb 08 1316 2.2117 0.013
Reach-1 23.554 13 Feb 08 1316 2.2117 0.013
Subbasin-lE 21.887 13 Feb 08 1316 2.0483 0.012
Reach-7 21.887 13 Feb 08 1316 2.0483 0.012
Subbasin-II To SWMF2 246.51 13 Feb 08 1304 15.930 0.045
SWMF #2 81.228 13 Feb 08 1317 10.411 0.045
Reach-12 81.228 13 Feb 08 1318 10.408 0.045
Subbasin-11 To SWMF1 93.059 13 Feb 08 1304 6.0572 0.017
SWMF #1 34.754 13 Feb 08 1316 3.7744 0.017
Reach-8 34.754 13 Feb 08 1316 3.7744 0.017
Subbasin-11-Byp 14.756 13 Feb 08 1305 0.89923 0.005
Junction-3 122.71 13 Feb 08 1314 15.082 0.066
Subbasin-1H 22.882 13 Feb 08 1312 1.8956 0.011
'unction-6 145.11 13 Feb 08 1314 16.977 0.077
ch-9 145.11 13 Feb 08 1316 16.967 0.077
Subbasin-1F ToSWMF3 29.261 13 Feb 08 1304 1.8558 0.005
SWMF #3 0.61758 13 Feb 08 1741 0.31573 0.005
Reach-5 0.61758 13 Feb 08 1741 0.31573 0.005
Subbasin-lF-Byp 5.7222 13 Feb 08 1304 0.34925 0.001
Junction-2 169.36 13 Feb 08 1316 19.681 0.096
Subbasin-iG 3.3634 13 Feb 08 1305 0.20601 0.001
Junction-5 170.91 13 Feb 08 1315 19.887 0.097
Reach-6 170.91 13 Feb 08 1315 19.887 0.097
Subbasin-1D To SWMF4 240.99 13 Feb 08 1304 15.574 0.044
SWMF #4 79.424 13 Feb 08 1317 12.194 0.044
Reach-4 79.424 13 Feb 08 1317 12.194 0.044
Subbasin-1C 4.3482 13 Feb 08 1305 0.26350 0.001
Subbasin-1D Byp 2.2928 13 Feb 08 1305 0.13906 0.001
Junction-1 253.12 13 Feb 08 1315 32.483 0.143
Reach-3 253.12 13 Feb 08 1317 32.465 0.143
Subbasin-1B 12.892 13 Feb 08 1308 0.92562 0.005
Reach-2 12.892 13 Feb 08 1310 0.92514 0.005
POA #1 286.06 13 Feb 08 1317 35.602 0.160
Subbasin-2A 6.8260 13 Feb 08 1309 0.50359 0.003
Reach-18 6.8260 13 Feb 08 1309 0.50359 0.003
Subbasin-2C-Byp2 35.920 13 Feb 08 1308 2.5467 0.011
Reach-14 35.920 13 Feb 08 1311 2.5449 0.011
basin-2C ToSWMF5 70.325 13 Feb 08 1304 4.6131 0.013
i' #5 35.421 13 Feb 08 1312 3.4117 0.013
Reach-13 35.421 13 Feb 08 1312 3.4117 0.013
Subbasin-2C Byp 1 17.599 13 Feb 08 1305 1.0671 0.005
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
ction-4 82.510 13 Feb 08 1310 7.0243 0.029
each-11 82.510 13 Feb 08 1311 7.0226 0.029
Subbasin-2B 14.007 13 Feb 08 1312 1.1535 0.006
Reach-10 14.007 13 Feb 08 1313 1.1532 0.006
POA #2 102.59 13 Feb 08 1311 8.6793 0.039
Page: 2
SWF #1 PRELIMINARY DESIGN
CALCULATIONS
NEW HILL PLACE
KRG-08020
NEW HILL PLACE SWM-F 91 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Stage-Storage Function
Project Name: New Hill Place
Designer: B. Ihnatolya, PE
Job Number: KRG-08020
Date: 9/25/2008
Average T Incremental Accumulated Estimated
Contour Contour Contour Contour Volume
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feed (feel (SF) (SF) (CF) (CF) (CF)
368.0 ( 0.0 j 28,302
_
370.0 2.0 34,290 1 , 31296 62592 62592 2.01
372.0 4.0 38,684 36487 72974 135566 197
374.0 A? 6.0 43,677 41181 _ 82361 217927 6 03__
ICS = 28436
b = 1.133
NEW HILL PLACE j #1 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Stage e Storage Function
Ks = 28436
b = 1.133
Zo = 368.00
Elevation 1-toraege
[feet] TO [acre-feet] 100-YR
368.00 0 0.000
368.20 4591
- 0.105
-
368.40 10069 0.231
-
368.60 15941 0.366
_
368.80 22084 0.507
369.00 ) 28436
V 0.653
--?
_369.20 34961 0.803 -
369.40
41632 0.956
_
369.60484327 1.112
369.80 55347
m 1.271
370.00 62364 1.432_
_
370.20 69476 1.595
370.40 76674 1.760 -
370.60 83952 1.927
370.80 91306 2.096 -
371.0098729
TM 2.267_1 0.000
371.20
106219 2.438 0.172
371.40 113772_1 12 _
2.6 0.345
371.60 121383 2.787 0.520
371.80 _ 129052 1 2.963 0.696
372.00 36774 3.140 0.873
372.20 144547 3.318 1.052
372.40 ; 152370 3.498 1.231
372.60 1 160241 3.679 1.412
372.80 168157 j 3.860 _ 1.594 _w
373.00 176117 d.043 _ 1.777
_
373.20 184120 4.227 1.960
373.40 192163
373
60 200247 4.411
4
597 2.145
2
331
.
373.80 208369 .
4.783 .
2.517_
„
374.00 4.971 2.704

NEW HILL PLACE #1
KRG-08020
> De€ermifac don of 47ater Ou.'I iN VoIn ate (WQJ )
WQ r, _ (T) (R V) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv= 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 10.69 acres
Impervious area = 7.73 acres
Percent impervious cover, I = 72.3 5 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.70
WQv= 0.62 acre-ft
= 27194 cf.
-? :'rya°gaa?s rroee IvePlr i?d l ecaarFruc e.+s~? °ir l Y,vca c aiel"'fo;' n
WQ Volume = 27194 cf'
Maximum Ponding Depth = 12 inches
Surface Area Required at Normal Pool 27194 SF
>.-lsso?Ira#ed?crrtrl ??e _lst to ?`?,or?;afvratE °Fyet???a?l
Ks= 28436
b = 1.133
V = 27194
Normal Pool Elevation = 368 feet
Provided SA at Normal Pool = 28302 SF

WQ Elevation = 368.96 feet
B. IHNATOLYA, PE
9/25/2008
Il(??r//r /
J I (I
/ / ( / I/I f IIy I J I I
/ / / / / 1 1 1 ?? \1 I I I I
I

(1
/
1
II
I
II I?
I , I
11 I
II
I1

L --------- 1

/ II
-------- _---''
T,- j
rf
I I ( 1 \ \ ??\ 4290 ,__ 7`--- I / , ?/ IlI // / / t o /
13
00,
do '10
- ---
Ln .4 I
%' _-----I 0-
\ `- - C) C )r tn / / / ?? - \ I I r I 1 w I
\ \ --\ II / ?/ / , --- \ I I I I I 1 l
o a 0,4
n r ?N - -/ / ( I I 1 v
/o \ CL-
-=J ,?----Pali /?? // __--- I 1 I I a I
/ Of?X/ ??_i- ---_/ ZO ~(A-7'?--ice/
:?'z°??? ° •?
J ------?d'U
J
E
z z
z?
QC??z
?zZ?
w m
a ? m
w
u
Fm
H a x
PR a e
z a
w
z
z
0
U
Z
x
ro 0 °o
O N 1p N
CO II N
0
Y
Y O
z
U W
O H
Oa. W N A
II'u( ?nAus
NEW HILL PLACE S F 1 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Inverted Sip hon Design Sheet

D siphon = 3 inches
No. siphons = I
Ks= 28436
b = 1.133
Cd siphon = 0.60
Normal Pool Elevation = 368.00 feet
Volume @ Nonnal Pool = 0 CF
Siphon Invert = 368.00 feet
WSEL @ 1" Runoff Volume = 368.96 feet
WSEL
(feet) Vol. Stored
(c Siphon Flow
(cfs) Avg. Flow
(cfs) hero Vol.
00 Incr. Time
(sec)
368.96 27151 0.216
368.88 24494 0.205 0.210 2657 12647
36839 21870 0.193 0.199 2624 13202
36831 19282 0.180 0.187 2587 13860
368.63 16735 0.167 0.174 2547 14658
368.54 14233 0.153 0.160 2502 15657
368.46 11782 0.136 0.145 2451 16963
368.38 9389 0.118 0.127 2393 18787
368.29 7067 0.097 0.107 2323 21619
368.21 4832 0.064 0.080 2235 27817
-168.1-31 1 2715.1 0.030 0.047 2117 45057
Drawdown Tune = 2.32 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.417 feet
orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 ft2
Q = 0.1527 cfs
Drawdown Tnne = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.06 days
Conclusion > Use 1 - 3" Diameter PVC Inverted Siphon to dawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2.32 days.
New Hill Place-SWMF #1
Project # KRG-08020
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
Velocity Dissipator - SWMF #1
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a.
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 4.0655 Flow depth (ft) = 0.61
slope S in %: 0.8 Outlet velocity (fps) = 5.035
pipe diameter D in in.: 24
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results .
Pipe diameter (ft) 2.00
Outlet velocity (fps) 5.04
Apron length (ft) 8.00
AVG DIAM STONE THICKNESS
(inches) CLASS
----- - (inches)
--------
--------
»3 A 9«
6 B 22
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH=8.0+2.0
WYnTU = I R-0 FFFT
CONCLUSION
Use 4" DIA. NCDOT Class `A' Rip Rap
81L x 10'W x 9"Thick
Type.... Outlet Input Data Page 1.01
Name.... SWMF#1
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 368.00 ft
Increment = .20 ft
Max. Elev.= 374.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1,'ft E2, ft
Inlet Box RI ---> BA 371.000 374.000
Orifice-Circular SI ---> BA 368.000 374.000
Culvert-Circular BA ---> TW 365.000 374.000
TW SETUP, DS Channel
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#1
Page 1.02
File.... X:\Project8\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-
-------
-----------------
# of Openings -----------
= 1
Invert Elev. = 371.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 368.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#1
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-----------
-
-----------------
No. Barrels ------
-
= 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 365.00 ft
Dnstream Invert = 364.00 ft
Horiz. Length = 125.00 ft
Barrel Length = 125.00 ft
Barrel Slope = .00800 ft/ft
OUTLET CONTROL DATA...
Mannings n = 0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Tl elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 367.31 ft ---> Flow = 15.55 cfs
At T2 Elev = 367.61 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#1
Page 1.04
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF#1
Page 1.11
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2 /19/2008
Project Enginee r: Jeremy Fi nch
Project Titl e: Holly Springs Commer cia l
Project Comment s:
***** COM POSITE OUTFLOW SUMMARY *** *
WS Elev, Total Q Not es
-------- --------
------
-- Converge
-------
----
---
-----------
Elev. Q TW El ev Error
ft cfs ft +/-ft
----- - Contrib
------- utin
---- g Structures
--------------
--------
368.00 -------
.00 ------
Free --
Outfall (no Q: RI, SI, BA)
368.20 .06 Free Outfall SI,BA (no Q: RI)
368.40 .12 Free Outfall SI,BA (no Q: RI)
368.60 .16 Free Outfall SI,BA (no Q: RI)
368.80 .19 Free Outfall SI,BA (no Q: RI)
369.00 .22 Free Outfall SI,BA (no Q: RI)
369.20 .24 Free Outfall SI,BA (no Q: RI)
369.40 .27 Free Outfall SI,BA (no Q: RI)
369.60 .29 Free Outfall SI,BA (no Q: RI)
369.80 .31 Free Outfall SI,BA (no Q: RI)
370.00 .32 Free Outfall SI,BA (no Q: RI)
370.20 .34 Free Outfall SI,BA (no Q: RI)
370.40 .36 Free Outfall SI,BA (no Q: RI)
370.60 .37 Free Outfall SI,BA (no Q: RI)
370.80 .39 Free Outfall SI,BA (no Q: RI)
371.00 .40 Free Outfall SI,BA (no Q: RI)
371.20 4.71 Free Outfall RI,SI,BA
371.40 12.57 Free Outfall RI,SI,BA
371.60 22.73 Free Outfall RI,SI,BA
371.80 34.43 Free Outfall RIBA (no Q: SI)
372.00 35.40 Free Outfall RIBA (no Q: SI)
372.20 35.98 Free Outfall RI,BA (no Q: SI)
372.40 36.56 Free Outfall RI,BA (no Q: SI)
372.60 37.12 Free Outfall RIBA (no Q: SI)
372.80 37.68 Free Outfall RI,BA (no Q: SI)
373.00 38.23 Free Outfall RIBA (no Q: SI)
373.20 38.76 Free Outfall RI,BA (no Q: SI)
373.40 39.30 Free Outfall RI,BA (no Q: SI)
373.60 39.82 Free Outfall RI,BA (no Q: SI)
373.80 40.33 Free Outfall RIBA (no Q: SI)
374.00 40.84 Free Outfall RI,BA (no Q: SI)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
HMS,* Summary of Results for SWMF #1
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1501
Run Name : Post-1YR
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 31.897 (cfs) Date/Time of Peak Inflow 13 Feb 08 1256
Peak Outflow 0.31245 (cfs) Date/Time of Peak Outflow 14 Feb 08 0041
Total Inflow 1.83 (in) Peak Storage 1.3105(ac-ft)
Total Outflow 0.36 (in) Peak Elevation 369.85(ft)
HMS * Summary of Results for SWMF #1
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1503
Run Name : Post-10YR
Basin Model Post-Development
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 65.237 (cfs) Date/Time of Peak Inflow 13 Feb 08 1304
Peak Outflow 4.0655 (cfs) Date/Time of Peak Outflow 13 Feb 08 1340
Total Inflow 4.24 (in) Peak Storage 2.4124(ac-ft)
Total Outflow 1.69 (in) Peak Elevation 371.17(ft)
HMS * Summary of Results for SWMF #1
Project : KRG-08000 Run Name : Post-100Yr
Start of Run 13Feb08 0100 Basin Model Post-Development
End of Run 14Feb08 0100 Met. Model 100-Year Storm
Execution Time 25Sep08 1502 Control Specs 1-Minute dT
Computed Results
Peak Inflow 93.059 (cfs) Date/Time of Peak Inflow 13 Feb 08 1304
Peak Outflow 34.754 (cfs) Date/Time of Peak Outflow 13 Feb 08 1316
Total Inflow 6.80 (in) Peak Storage 3.0222(ac-ft)
Total Outflow 4.24 (in) Peak Elevation 371.87(ft)
Type.... Outlet Input Data Page 1.01
Name.... SWMF #1-WC
File.... X:\Projects\KRG\KRG-0802 0\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch /1 -4
Project Title: Holly Springs Commercial i
Project Comments:

REQUESTED POND WS ELEVATIONS:
Min. Elev.= 371.00 ft
Increment = .20 ft
Max. Elev.= 374.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RI ---> BA 371.000 374.000
Culvert-Circular BA ---> TW 365.000 374.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:08 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #1-WC
Page 1.02
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Desi.gn Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type
----------------- = Inlet Box
-------------
------
# of openings = 1
Invert Elev. = 371.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:08 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #1-WC
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
----------------
------------------
No. Barrels --
= 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 365.00 ft
Dnstream Invert = 364.00 ft
Horiz. Length = 125.00 ft
Barrel Length = 125.00 ft
Barrel Slope. _ .00800 ft/ft
OUTLET CONTROL DATA...
Mannings n = 0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Tl ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 367.31 ft ---> Flow = 15.55 cfs
At T2 Elev = 367.61 ft ---> Flow = 17.77 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:08 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #1-WC
Page 1.04
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:08 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF #1-WC
Page 1.07
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
371.00 -------
.00
371.20 4.29
371.40 12.14
371.60 22.31
371.80 34.84
372.00 35.40
372.20 35.98
372.40 36.56
372.60 37.12
372.80 37.68
373.00 38.23
373.20 38.76
373.40 39.30
373.60 39.82
373.80 40.33
374.00 40.84
SIN: 6217012070C3
PondPack Ver. 8.0058
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall (no Q: RI,BA)
Free Outfall RIBA
Free outfall RIBA
Free outfall RI,BA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free outfall RI,BA
Free outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
The John R. McAdams Company
Time: 3:08 PM Date: 9/25/2008
HMS Summary c
Project KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1518
Computed Results
)f -Results for SWMF #1
Run Name 100-Yr WC 1D E b
t
Basin Model Worst Case
Met. Model 100-Year Storm
Control Specs : 1-Minute dT
Peak Inflow 93.059 (cfs) Date/Time of Peak Inflow 13 Feb 08 1304
Peak Outflow 36.854 (cfs) Date/Time of Peak Outflow : 13 Feb 08 1315
Total Inflow 6.80 (in) Peak Storage : 1.3260(ac-ft)
Total Outflow 6.76 (in) Peak Elevation :,372.51(ft)
SMF #2 PRELIMINARY DESIGN
CALCULATIONS
NEW HILL PLACE
KRG-08020
NEW HILL PLACE SWMIF 92 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Stage-Storag e Function
Project Name: New Hill Place
Designer: B. Ilmatolya, PE
Job Number: KRG-08020
Date: 9/25/2008
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)
p
380.0 i 0.0 71,917
382.0 2.0 817358 76638 153275 153275 2.00
384.0 E 4.0 88,468 84913 169826 j 323101 3.90
386.0 6.0 95,515 1 91992 I 183983 I 507084 6.03
Ics = 11963
b = 1.081
NEW HILL PLACE SVVIff 42 B. IHNAT®LYA, PE
KRG-08020 9/25/2008
Stage - Storage Fynction
Ks = 71963
b = 1.087
Zo = 380.00
"Oevati®n a sto age -__--
feet { [c_f] [acre-feet] 100-
380.00 0 0.000 -
380.20 12512 0.287
380.40 26580 0.610 -
?380.60 L 41301
(
T
6.948
_
380.80 _
56464 1.296
381.00
381.20 71963
877361 1.65L
2.014
_
381.40 10 3741 { 2.382 _M -
_
381.60 119947 2.754 - _?
_
381.80 136330 3.130 ! -
382.00 152872 3.509
382.20 _ 169560 3.893
382.40 186380 4.279 I??mwm
382.60 203322 1 4.668 =
382.80 220379
? 5.059 6 -
383.00 _
?237542_
_ 5.453_ 0.000
383.20 254805 5.850 e 0.396
383.40 272162 6.24--®8 f 0.795
_ 383.60 289608 6.648 Q 1.195
383.80 307138 7.051 1.598
384.00 324749 7.455 2.002
384.20 ; 342437 _ 7.861 2.408
384.40 360199 8.269 2.816
384.60 378031 8.678 3.225
384.80 395930 9.089 3.636
385.00 413894 9.502 l 4.049
385.20 431922 9.916 4.462
385.40 450009 10.331 7878®
385.60 468155 10.747 5.294
385.80 486357 5.712
11.165
386.00 504614 _
11.5846.131
NEW HILL PLACE SVVW #2 B. IHNAT®LYA, PE
KRG-08020 9/25/2008
r,)
=> Defeiwzin.atioaa of )Yater Qeaali(v Voinane (WO
WQ v = (P) (R T,) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv= 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
InpuI daia.
Total area, A = 28.62 acres
Impervious area = 20.05 acres
Percent impervious cover, I = 70.1 %
Rainfall, P = 1.0 inches
Calculatedl valves:
Rv = 0.68
WQv= 1.62 acre-ft
= 70698 cf.
-=>.9$tl ' 3d fE'1e t L'if/!i2( fF,i'?Efi .?deyf(CL.r ?C'l C akula! loo
WQ Volume = 70698 cf.
Maximum Ponding Depth = 12 inches
Surface Area Required at Normal Pool 70698 SP
=>Assoehyted Pond DejWi tai Eior a",wer flvVei'laand
Ks= 71963
b = 1.087
V = 70698
Normal Pool Elevation = 380 feet
Provided SA at Normal Pool = 71917 SF
t WQElevation = 380.98 feet
Fsv-?•-r. ?-._-?r-??_•-?,? ...,.m-?.?_??.....?._rr.:..?_?.'c-.-?.mc..-?-r-=-:;,'?ar_s..:..-si?.....??..s-r ..

\\ \ PRE A T SE \ TRU UR --
\ \ \ S PE?, SQ
\ \ \ \ T R AL\ Dirk LION = r I X,0 --

T- 4 - ? -
T- I
\ Vv\V A F CIS = ER, 38 \ \ I \RT\?UTK (36? 0\ RfNG P)? .377.00 ???? \\ \ 11 l /1 I
\ 1 \V A Av\ V?v\\ A Av vv vv vvv- - - - - -? AV I ? ? l t ll ? ? I ? 1?1 ?11 /!? ?? // ?
\ 1 1 1 1 ,
I. I II \ \ \ ? - I \ ??
II 11 ? I I 11 \\ \ I I I __ 1 ? -----
;j tj u J1
\ / \\\ \ \ \ ., I I III III 1 \ \ i I ------ -- --
\ \ \ \ \;\\ \ 3? d \ 1\ \ \ 11 \\ \ \\ \\\\\ \ \,\\ - - - - - - - -
- - - - - - - - - - - \ \`\\ LOCITIII?. SSIATUfZ \ \ 1 \ \\ \\ \\ ` \ \\ \\ \\ \\ \ \ ?`-------------------
NC1l?(1T\ LASS' RIP?AP \\ \ \ \ \ \ \ \ \\ \ \ \ ?\ \ . - - - - \ •-- \
\ \ 1 \\ \ \ \ \ \ ` \
\ \\\\??' E?DWAVPER \ \ ??'\\\\?? ? \ \\\\\\ \\\ \?\ `\\ W F? \?\ \ \\\\?,
\\`\ \ \`ryW,OT TD. 838:\J//%?\
\ Ifd .\?C = 376,00
\ \ ??\ 190 bF 36 0 0?-?RNG ???.? \ \\\ \\ \ \ \ \ \\ `? / /' / \ / ' / ' / ' /
1 i -r-- - - - - - - - - - - - - - - - - - - - - -?----????? \` ` \? ?? \ \\ -
'I N \1 4
'i \1
1 \ \\\ ---- --_
\\\\ \ `\ I \ \ - - -_ -
I I j GRA IC SC \1\i \ 1 \ \\ \`---- - ------ --- -- -
p0I1 1 0 30 1 0 1? '??\ \ `? \\ \ \? U^\ II1 \ \\ --- ------- - - \7\
I I 1 _ 1 rt[_I
\
I I I 1 1 inc =//60 f.
MEW
z
z z
Q zZ§
U Z z 5; g
FBI w a
O O 0.
W ??d
E- a x
ad
a
z
z
"a
U
z?
V
0
N
3? 00
O
000 O O O
O N D
CO II N
o 0
Y
Y O
°z
H ?
U
w z
`_ a m a
\{ 1fi IUt11S?;
NEW PALL PLACE SWMF 2 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Inverted Sip hon Design Sheet

D siphon = 5 inches
No. siphons = 1
Ks= 71963
b = 1.087
Cd siphon = 0.60
Normal Pool Elevation = 380.00 feet
Volume @ Normal Pool = 0 CE
Siphon Invert = 380.00 feet
WSEL @ 1" Runoff Volume = 380.98 feet
WSFL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(CO Incr. Time
(sec)
380.98 70400 0.576
380.89 63694 0.543 0.559 6706 11991
380.81 57044 0.507 0.525 6650 12665
380.72 50456 0.470 0.488 6588 13488
380.64 43936 0.428 0.449 6520 14525
380.55 37493 0.383 0.405 6443 15893
380.46 31138 0.331 0.357 6355 17823
380.38 24885 0.258 0.294 6253 21253
380.29 18757 0.175 0.216 6128 28350
380.20 12788 0.103 0.139 5970 43041
380.12 7040.0 0.045 0.074 5748 77669
Drawdown Time = 2.97 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.386 feet
Orifice composite loss coefficient = 0.600
'-Sectional area of I - 5" inverted siphon = 0.136 ft2
Q = 0.4078 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.00 days
Conclusion : Use 1 5.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2.97 days.
New Hill Place-SWMF #2
Project # KRG-08020
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
Velocity Dissipator - SWMF #2
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 15.294 Flow depth (ft) = 0.95
slope Sin % : 1.11 Outlet velocity (fps) = 7.950
pipe diameter Din in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.00
Outlet velocity (fps) 7.95
Apron length (ft) 18.00
AVG DIAM STONE THICKNESS
(inches) CLASS
-------- -----
- (inches)
-
3 A -------
9
»6 B 22«
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH=18.0+3.0
WIDTH = 21.0 FEET
CONCLUSION
Use 8" DIA NCDOT Class `B' Rip Rap
18'L x 21'W x 22"Thick
Type.... Outlet Input Data Page 1.01
Name.... SWMF#2
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008 ,
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 380.00 ft
Increment = .20 ft
Max. Elev.= 386.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RI ---> BA 383.000 386.000
Orifice-Circular SI ---> BA 380.000 386.000
Culvert-Circular BA ---> TW 377.000 386.000
TW SETUP, DS Channel
SIN: 621701207OC3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#2
Page 1.02
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/1912008
Project Engineer: Jeremy Finch.
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-
-------
------
-----------------
# of openings --
---
= 1
Invert Elev. = 383.00 ft
orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 380.00 ft
Diameter = .4167 ft
orifice Coeff. _ .600
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
Type.... Outlet Input Data
Name .... SWMF#2
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------------
-----------------
No. Barrels -
= 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 377.00 ft
Dnstream Invert = 376.00 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.01 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = 0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA'...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 380.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 380.90 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#2
Page 1.04
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW •tolerance = .01 ft
Max. HW tolerance = 01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:41 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF#2
Page 1.11
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commerci al
Project Comments:
***** COMPOSITE OU TFLOW SUMMARY ** **
WS Elev, Total Q Notes
--=----- -------- ----- --- Conver ge ------- ---- -- ------------
Elev. Q TW Elev Error
ft cfs f t +/-ft Contrib
-------- uting
------ Structures
------------
--------
380.00 -------
.00 -----
Free --- -----
Outfall (no Q: RI, SI ,BA)
380.20 .08 Free Outfall SI,BA (no Q: RI)
380.40 .27 Free Outfall SI,BA (no Q: RI)
380.60 .41 Free Outfall SI,BA (no Q: RI)
380.80 .50 Free Outfall SI,BA (no Q: RI)
381.00 .58 Free Outfall SI,BA (no Q: RI)
381.20 .65 Free Outfall SI,BA (no Q: RI)
381.40 .72 Free Outfall SI,BA (no Q: RI)
381.60 .77 Free Outfall SI,BA (no Q: RI)
381.80 .83 Free Outfall SI,BA (no Q: RI)
382.00 .88 Free Outfall SI,BA (no Q: RI)
382.20 .93 Free Outfall SI,BA (no Q: RI)
382.40 .97 Free Outfall SI,BA (no Q: RI)
382.60 1.02 Free Outfall SI,BA (no Q: RI)
382.80 1.06 Free Outfall SI,BA (no Q: RI)
383.00 1.10 Free Outfall SI,BA (no Q: RI)
383.20 7.58 Free Outfall RI,SI,B A
383.40 19.39 Free Outfall RI,SI,B A
383.60 34.67 Free Outfall RI,SI,B A
383.80 52.58 Free Outfall RI,SI,BA
384.00 72.59 Free Outfall RIBA (no Q: SI)
384.20 80.85 Free Outfall RIBA (no Q: SI)
384.40 82.39 Free Outfall RI,BA (no Q: SI)
384.60 83.90 Free Outfall RIBA (no Q: SI)
384.80 85.38 Free Outfall RI,BA (no Q: SI)
385.00 86.83 Free Outfall RIBA (no Q: SI)
385.20 88.27 Free Outfall RIBA (no Q: SI)
385.40 89.68 Free Outfall RI,BA (no Q: SI)
385.60 91.08 Free Outfall RIBA (no Q: SI)
385.80 92.43 Free Outfall RI,BA (no Q: SI)
386.00 93.79 Free Outfall RI,BA (no Q: SI)
SIN: 621701207OC3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
HMS * Summary of Results for SWMF #2
Project : KRG-08000 Run Name : Post-lYR
Start of Run 13Feb08 0100 Basin Model Post-Development
End of Run 14Feb08 0100 Met. Model 1-Year Storm
Execution Time 25Sep08 1501 Control Specs 1-Minute dT
Computed Results
Peak Inflow 82.011 (cfs) Date/Time of Peak Inflow 13 Feb 08 1256
Peak Outflow 0.85478 (cfs) Date/Time of Peak Outflow 13 Feb 08 2328
Total Inflow 1.74 (in) Peak Storage 3.3178(ac-ft)
Total Outflow 0.35 (in) Peak Elevation 381.90(ft)
HMS * Summary of Results for SWMF #2
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1503
Run Name : Post-10YR
Basin Model Post-Development
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 171.41 (cfs) Date/Time of Peak Inflow 13 Feb 08 1304
Peak Outflow 15.294 (cfs) Date/Time of Peak Outflow 13 Feb 08 1335
Total Inflow 4.13 (in) Peak Storage 6.1100(ac-ft)
Total Outflow 1.84 (in) Peak Elevation 383.33(ft)
HMS * Summary of Results for SWMF #2
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1502
Run Name : Post-100Yr
Basin Model Post-Development
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 246.51 (cfs) Date/Time of Peak Inflow 13 Feb 08 1304
Peak outflow 81.228 (cfs) Date/Time of Peak outflow 13 Feb 08 1317
Total Inflow 6.68 (in) Peak Storage 7.9613(ac-ft)
Total Outflow 4.37 (in) Peak Elevation 384.25(ft)
Type.... Outlet Input Data Page 1.01
Name.... SWMF #2-WC
File.... X:\Projects\KRG\KRG-08020\Storm\De'velopment Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
?FiAN" co `r j
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 383.00 ft
Increment = .20 ft
Max. Elev.= 386.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RI ---> BA 383.000 386.000
Culvert-Circular BA ---> TW 377.000 386.000
TW SETUP, DS Channel
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #2-WC
Page 1.02
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type
----------------- = Inlet Box
-------------
------
# of Openings = 1
Invert Elev. = 383.00 ft
Orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #2-WC
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type .
------------ = Culvert-Circular
------
No. Barrels ------------
= 1 ------
Barrel Diameter = 3.0000 ft
Upstream Invert = 377.00 ft
Dnstream Invert = 376.00 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.01 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At Tl Elev = 380.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 380.90 ft ---> Flow = 48.97 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #2-WC
Page 1.04
File...., X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF #2-WC
Page 1.07
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
383.00 -------
.00
383.2,0 6.44
383.40 18.21
383.60 33.46
383.80 51.52
384.00 79.27
384.20 80.85
384.40 82.39
384.60 83.90
384.80 85.38
385.00 86.83
385.20 88.27
385.40 89.68
385.60 91.08
385.80 92.43
386.00 93.79
SIN: 6217012070C3
PondPack Ver. 8.0058
Notes
----- --- Converge -------------------------
TW Elev Error
ft +/-ft
-------- ----- Contributing Structures
-

Free -
Outfall ------------------------
(no Q: RI,BA)
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
The John R. McAdams Company
Time: 3:09 PM Date: 9/25/2008
HMS * Suimnary of Results for SWMF #2 ,
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1518
Computed Results
Run Name : 100-Yr WC
Basin Model Worst Case
Met. Model 100-Year Storm
Control Specs 1-Minute dT

Peak Inflow 246.51 (cfs) Date/Time of Peak Inflow 13 Feb 08 1304
Peak Outflow 86.694 (cfs) Date/Time of Peak Outflow 13 Feb 08 1317
Total Inflow 6.68 (in) Peak Storage 4.0104(ac-ft)
Total Outflow 6.63 (in) Peak Elevation 384.98(ft)
SWMF #3 PRELIMINARY DESIGN
CALCULATIONS
NEW lHLL PLACE
KRG-08020
NEW HILL PLACE SWMF #3 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Stage-Storage Function
Project Name: New Hill Place
Designer: B. Ihnatolya, PE
Job Number: KRG-08020
Date: 9/25/2008
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Volume
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feetl (feet) (SF) (SF) (CF) (CF) (CF)
35-Y 4.0?y- 0.0 F 11602 [
356.0 F 2.0 15.447 C 14025 ( 28049 28049 ( 2.02
358.0
360.0 4.0
6.0 21.766 1 18607
26,873 24320 37213 65262 1 3.92
48639 113901 6.08
Ks = 11525
b = 1.269
NEW HILL PLACE SWMF #3 B. IHNATOLYA, PE
KRG-08020 9/25/2008
=> Stage - Storage Function
Ks= 11525
b = 1.269
Zo = 354.00
Elevation
feet Storage
[cq [acre-feet] 100-YR
354.00 0 0.000 -
354.20 1495 0.034 -
354.40 3603 0.083 -
354.60 6027 0.138 -
354.80 8683 0.199 -
355.00 11525 0.265 -
355.20. 14525 0.333 -
355.40 17664 0.405 -
355.60 20925 0.480 -
355.80 24299 0.558 -
356.00 27775 0.638 -
356.20 31346 0.720 -
356.40 35005 0.804 -
356.60 38747 0.890 -
356.80 42568 0.977 -
357.00 46463 1.067 -
357.20 50429 1.158 -
357.40 54461 1.250 -
357.60 58558 1.344 -
357.80 62717 1.440 -
358.00 66935 1.537 0.000
358.20 71211 1.635 0.098
358.40 75541 1.734 0.198
358.60 79925 1.835 0.298
358.80 84360 1.937 0.400
359.00 88845 2.040 0.503
359.20 93379 2.144 0.607
359.40 97960 2.249 0.712
359.60 102587 2.355 0.818
359.80 107258 2.462 0.926
360.00 111973 2.571 1.034
NEW HILL PLACE SVVW #3
KRG-08020
netcrrmimtliott of 1l'atcr Qua1elP G'olume (TI'S -)
WQ v = (7')(R v)(A)/12 '
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 3.49 acres
Impervious area = 2.02 acres
Percent impervious cover, I = 57.9 %
Rainfall, P = 1.0 inches
Calculated values:
Rv= 0.57
WQv= 0.17 acre-ft
7233 cf.
> Stormrti,ater 11 "etlmtd Required Surface .1 rea Calculation
WQ Volume = 7233 cf.
Maximum Ponding Depth = 12 inches
Surface Area Required at Normal Pool = 7233 SF
?, Isso cidtpd Ayfil Depth in Storm ,titer Wetland
Ks= 11525
b = 1.269
V = 7233
Normal Pool Elevation = 354 feet
Provided SA at Normal Pool = 12602 SF

WQ Elevation= 354.69 feet
B. IHNATOLYA, PE
9/25/2008
I I II IIII I I I II? I , ? / ///,/ / ?"
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'SL
- - i / X 1
F
zx
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U Z E a
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a
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ad
w y.
z a
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,McADAMS
NEW HILL PLACE SWMF 3 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Inverted Siphon Design Sheet
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Siphon Invert =
WSEL @ 1" Runoff Volume =
1.5 inches
1
11525
1.269
0.60
354.00 feet
0 CF
354.00 feet
354.69 feet
WSEL
(feet) Vol. Stored
W) Siphon Flow
(efs) Avg. Flow
(efs) liner. Vol.
W) Incr. Time
(see)
354.69 7197 0.047
354.63 6441 0.045 0.046 756 16561
354.57 5704 0.042 0.043 737 17000
354.52 4986 0.040 0.041 718 17509
354.46 4290 0.037 0.038 696 18108
354.40 3617 0.034 0.036 673 18833
354.34 2969 0.031 0.033 647 19738
354.29 2351 0.028 0.030 619 20923
354.23 1765 0.024 0.026 586 22587
354.17 1218 0.019 0.022 547 25225
354.11 719.7 0.013 0.016 498 31166
Drawdown Time = 2.40 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.314 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of I - 1.5" inverted siphon= 0.012 ft2
Q = 0.0331 efs
Drawdown Time = Volume / Flowrate / 86400 (sec/day) ,
Drawdown Time = 2.52 days
Conclusion o Use 1 - 1.5" Diameter PVC Inverted Siphon to dawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2.40 days.
New Hill Place-SWMF #3
Project # KRG-08020
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
Velocity Dissipator - SWMF #3
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 0.1 Flow depth (ft) = 0.09
slope S in % : 1.33 Outlet velocity (fps) = 2.004
pipe diameter D in in.: 24
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 2.00
Outlet velocity (fps) 2.00
Apron length (ft) 8.00
AVG DIAM STONE THICKNESS
(inches)
---- CLASS
----- (inches)
---------
----
»3 A 9«
6 B 22
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH=8.0+2.0
WIDTH =10.0 FEET
CONCLUSION
Use 4" DIA NCDOT Class `A' Rip Rap
81L x 10'W x 9"Thick
Type.... Outlet Input Data Page 1.01
Name.... SWMF#3
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 354.00 ft
Increment = .20 ft
Max. Elev.= 360.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RI ---> BA 358.000 360.000
Orifice-Circular SI ---> BA 354.000 360.000
Culvert-Circular BA ---> TW 351.000 360.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#3
Page 1.02
File..... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/102008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-----------
------
-----------------
# of Openings --
= 1
Invert Elev. = 358.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per
Barrel Length = .00 ft
Mannings n = .0000
ft of full flow)
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 354.00 ft
Diameter = .1250 ft
Orifice Coeff. _ .600
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#3
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
--------------
-----------------
No. Barrels -----
= 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 351.00 ft
Dnstream Invert = 350.00 ft
Horiz. Length = 75.00 ft
Barrel Length = 75.01 ft
Barrel Slope = .01333 ft/ft
OUTLET CONTROL DATA...
Mannings n = 0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c _ .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.300
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 353.31 ft ---> Flow = 15.55 cfs
At T2 El6v = 353.60 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#3
Page 1.04
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFAIL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = 01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF#3
Page 1.11
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2 /19/2008
Project Enginee r: Jeremy Finch
Proje ct Titl e: Holly Springs Commer cia l
Project Comment s:
** *** COM POSITE OUTFLOW SUMMARY *** *
WS Elev, Total Q Not es
-------- -------- ------
Converge
--
-------
----
---
-----------
Elev. Q TW El ev Error
ft cfs ft +/-ft
---- - Contrib
------- utin
---- g Structures
--------------
--------
354.00 -------
.00 ------
Free -- -
Outfall (no Q: RI, SI, BA)
354.20 .02 Free Outfall SI,BA (no Q: RI)
354.40 .03 Free Outfall SI,BA (no Q: RI)
354.60 .04 Free Outfall SI,BA (no Q: RI)
354.80 .05 Free Outfall SI,BA (no Q: RI)
355.00 .06 Free Outfall SI,BA (no Q: RI)
355.20 .06 Free Outfall SI,BA (no Q: RI)
355.40 .07 Free Outfall SI,BA (no Q: RI)
355.60 .07 Free Outfall SI,BA (no Q: RI)
355.80 .08 Free Outfall SI,BA (no Q: RI)
356.00 .08 Free Outfall SI,BA (no Q: RI)
356.20 .09 Free Outfall SI,BA (no Q: RI)
356.40 .09 Free Outfall SI,BA (no Q: RI)
'356.60 .09 Free Outfall SI,BA (no Q: RI)
356.80 .10 Free Outfall SI,BA (no Q: RI)
357.00 .10 Free Outfall SI,BA (no Q: RI)
357.20 .10 Free Outfall SI,BA (no Q: RI)
357.40 .11 Free Outfall SI,BA (no Q: RI)
357.60 .11 Free Outfall SI,,BA (no Q: RI)
357.80 .11 Free Outfall SI,BA (no Q: RI)
358.00 - .12 Free Outfall SI,BA (no Q: RI)
358.20 4.41 Free Outfall RI,SI,BA
358.40 12.27 Free Outfall RI,SI,BA
358.60 22.43 Free Outfall RI,SI,BA
358.80 34.42 Free Outfall RI,SI,BA
359.00 40.68 Free Outfall RI,BA (no Q: SI)
359.20 41.28 Free Outfall RIBA (no Q: SI)
359.40 41.88 Free Outfall RIBA (no Q: SI)
359.60 42.47 Free Outfall RI,BA (no Q: SI)
359.80 43.05 Free Outfall RIBA (no Q: SI)
360.00 43.62 Free Outfall RIBA (no Q: SI)
SIN: 621701.2070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
HMS * Summary of Results for SWMF #3
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1501
Run Name : Post-lYR
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 8.8531 (cfs)
Peak outflow 0.066549 (cfs)
Total Inflow 1.52 (in)
Total Outflow 0.22 (in)
Date/Time of Peak Inflow 13 Feb 08 1256
Date/Time of Peak outflow 14 Feb 08 0100
Peak Storage 0.38015(ac-ft.)
Peak Elevation 355.33(ft)
HMS * Summary of Results for SWMF #3
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1503
Run Name : Post-10YR
Basin Model Post-Development
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 19.814 (cfs)
Peak Outflow 0.10000 (cfs)
Total Inflow 3.82 (in)
Total Outflow 0.35 (in)
Date/Time of Peak Inflow 13 Feb 08 1304
Date/Time of Peak Outflow : 13 Feb 08 1957
Peak Storage 1.0173(ac-ft)
Peak Elevation 356.89(ft)
HMS * Summary of Results for SWMF #3
Project : KRG-08000
Start of Run c 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1502
Run Name : Post-100Yr
Basin Model : Post-Development
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 29.261 (cfs) Date/Time of Peak Inflow 13 Feb 08 1304
Peak outflow 0.61758 (cfs) Date/Time of Peak Outflow 13 Feb 08 1741
Total Inflow 6.33 (in) Peak Storage 1.5484(ac-ft)
Total outflow 1.08 (in) Peak Elevation 358.02(ft)
Type.... Outlet Input Data Page 1.01
Name.... SWMF #3-WC
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch i`
Project Title: Holly Springs Commercial /
Project Comments : f YR S-1 Wall'
REQUESTED POND WS ELEVATIONS: --
Min. Elev.= 358.00 ft
Increment = .20 ft
Max. Elev.= 360.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RI ---> BA 358.000 360.000
Culvert-Circular BA ---> TW 351.000 360.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #3-WC
Page 1.02
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-----------------
# of Openings -------------
= 1 ------
Invert Elev. = 358.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length =. 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #3-WC
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------------
No. Barrels ------------
= 1 ------
Barrel Diameter = 2.0000 ft
Upstream Invert = 351.00 ft
Dnstream Invert = 350.00 ft
Horiz. Length = 75.00 ft
Barrel Length = 75.01 ft
Barrel Slope = .01333 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.300
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At Tl Elev = 353.31 ft ---> Flow = 15.55 cfs
At T2 Elev = 353.60 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #3-WC
Page 1.04
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF #3-WC
Page 1.07
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- --------
------
-- Converge
-------------------------
Elev. Q TW El ev Error
ft, cfs ft +/-ft
----- Contributing Structures
--------------------------
--------
358.00 -------
.00 ------
Free --
Outfall (no Q: RIBA)
358.20 4.29 Free Outfall RI,BA
358.40 12.14 Free Outfall RIBA
358.60 22.31 Free Outfall RI,BA
358.80 34.35 Free Outfall RIBA
359.00 40.68 Free Outfall RIBA
359.20 41.28 Free Outfall RI,BA
359.40 41.88 Free Outfall RIBA
359.60 42.47 Free Outfall RIBA
359.80 43.05 Free Outfall RIBA
360.00 43.62 Free Outfall RIBA
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:09 PM Date: 9/25/2008
M S * Suna_nary of 1-19sults for SPRflT #3
Project : KRG-08000 Run Name : 100-Yr WC
Start of Run 13Feb08 0100 Basin Model Worst Case
End of Run l4Feb08 0100 Met. Model 100-Year Storm
Execution Time : 25Sep08 1518 Control Specs : 1-Minute dT
Computed Results

Peak Inflow : 29.261 (efs) Date/Time of Peak Inflov9 13 Feb 08 1304
Peak Outflow : 21.143 (cfs) Date/Time of Peak Outflow 13 Feb 08 1309
Total inflow : 6.33 (in) Peak Storage 0.28653(ac-ft)
Total Outflow : 6.31 (in) Peak Elevation 358.58(ft)
SWMF #4 PRELIMINARY DESIGN
CALCULATIONS
NEW HI LL PLACE
KRG-08020
NEW HILL PLACE SWMF #4 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Stage-Storage Function
Project Name: New Hill Place
Designer: B. Ilmatolya, PE
Job Number: KRG-08020
Date: 9/25/2008
storage vs. Stage
4'50000
400000
350000 t y = 69260x'-O"
RI = 1
300000
250000
`•° 200000
In 150000
100000
50000
I
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
stage (feet)
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Volume
Contour
(feet) Stage
(feet) Area
(SF) Area
(SF) _ Volume
(CF) Volume
(CF) w/ S-S Fxn
(CF)
353.0
360.0
362.0
363.0 0.0 i 68,771 t
C y 2.0 i 75, 72226
60
4.0 [ 80,269 J 77975
5.0 1 32,628 81449 1
144451
155949
0,1449
( 144451
300400
381849
2 .0,0
4.00
5.01

F = 69260
b = 1.059
NEW HILL PLACE S #4 B. IHNAT®LYA, PE
9/25/2008
KRG-08020
Stage e Storage Function
Ks = 69260
b = 1.059
Zo = 358.00
Elevatl Storage
Xfee-.- 1 [etl [acr??feet1 lUU??
F.
358.00 -
_0 0.000 -
a 358.20
358.40 12597
26246 0.289 _
0.603
358.60 1 40322
- 0.926 -
358.80
- 54683 1.255 as
359.00 69260 1.590
359.20 84011 1.929
359.40 _ 98908 2.271
359.60
? 113933i 2.616 s
359.80-? ? 129067_ I ? 2.963
360.00 ; 144302 , 3.313 0.000
360.20 ?_ 159628 ___3.665 0.352
?
360.40 # 175036 1 0.706
4.018
e
360.60 190519 4.374 1.061
360.80 ? 206074 4.731 1.418
361.00 221694 5.089 __1.777
361.20 237376 _5.449 2.137
361.40 253115 5.811 g _ 2.498
361.60 68910
2 6.173 E 2.861
V 361.80 -.
284756 ¢ 6.537 3.224
362.00 300652 6.902 3.589 1

362.20
316595 1 -
7.268 3.955
_
362.40 332582 7.635 4.322
362.60 1 348613 8.003 4.690
_362.80 i 364684
5 8.372 1 5.059
429
5
363.00 1 38079 .
8 742_
NEW HILL PLACE SWIff, #4 B. IHNATOLYA, PE
KRG-08020 9/25/2008
>Determination of Water Ouat r f?f)lfnne vJ
WQ r = (P) (R V) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 27.94 acres
Impervious area = 19.36 acres
Percent impervious cover, I = 69.3 %
Rainfall, P = 1.0 inches
Caakulaated vaadues:
Rv = 0.67
WQv = 1.57 acre-ft
68320 cf.
=> sioriw,r att.'.g' CP-1culailon
WQ Volume = 68320 cf
Maximum Ponding Depth = 12 inches
Surface Area Requirred at Normal Pool 68320 SF
R o kited Pcniar Dgpth in Siorm;rater 'Wediiiird
Ids = 69260
b = 1.059
V = 68320
Normal Pool Elevation = 358 feet
Provided SA at Normal Pool = 68771 SF
WQ Elevation = 358.99 feet
F
Z z
w ?
Q U ? ?
Z z
w
z o
z?
o a
x
p a ;
w m
w e
Ei x
a
w m
z
z
ON N 3: O
Oro V) O
O N N
C9 p :II N
w C9 I
Y It m
Y O
0
z
U
a w m a
KcADAis]
NEW HILL PLACE SVVMF 4 B. IHNATOLYA, PE
KRG-08020 9/25/2008
lnverled Six
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
=
Siphon Invert
WSEL @ 1" Runoff Volume =
)hon Design Sheet
5 inches
1
69260
1.059
0.60
358.00 feet
0 CF
358.00 feet
358.99 feet
WSFL
(feet) Vol, Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol,
(CO Incr. Time
(see)
358.99 68527 0.580
358.90 62112 0.546 0.563 6415 11398
358.81 55734 0.510 0.528 6378 12075
358.73 49397 0.472 0.491 6337 12903
358.64 43104 0.430 0.451 6292 13949
358.55 36863 0.384 0.407 6241 15334
358.46 30680 0.331 0.358 6183 17294
35838 24567 0.257 0.294 6114 20787
358.29 18537 0.173 0.215 6029 28069
358.20 12617 0.100 0.136 5920 43442
358.11 6852.7 0.042 0.071 5764 81084
Drawdown Time = 2.97 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.391 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 5" inverted siphon = 0.136 ft'
Q= 0.4104 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Di°awdown Time = 1.93 days
Conclusion o Use 1 - 5.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2.97 days.
New Hill Place-SWMF #4
Project # KRG-08020
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
Velocity Dissipator - SWMF #4
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 53.651 Flow depth (ft) = 1.71
slope S in %: 1.67 Outlet velocity (fps) = 12.848
pipe diameter D in in.: 36
Manning number n : 0.013
NRCD Land Quality Section
1VPDOT Dissipator Design Results
Pipe diameter (ft) 3.00
Outlet velocity (fps) 12.85
Apron length (ft) 24.00
AVG DIAM STONE THICKNESS
(inches) CLASS
----- - (inches)
--------
--------
3 A 9
6 B 22
))13 B or 1 22«
23 2 27
Width Calculation
WIDTH =La+Do,
WIDTH=24.0+3.0
WMTN = 27.0 FEET
CONCLUSION
Use 8" DIA NCDOT Class `B' Rip Rap
241L x 271W x 22"Thick
Type.... Outlet Input Data Page 1.01
Name.... SWMF#4
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 358.00 ft
Increment = .20 ft
Max. Elev.= 363.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RI ---> BA 360.000 363.000
Orifice-Circular SI ---> BA 358.000 363.000
Culvert-Circular BA ---> TW 355.000 363.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data Page 1.02
Name.... SWMF#4
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-------------
------
-----------------
# of Openings = 1
Invert Elev. = 360.00 ft
Orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 358.00 ft
Diameter = .4167 ft
Orifice Coeff. _ .600
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#4
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-----------------
-----------------
No. Barrels --
= 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 355.00 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 60.00 ft
Barrel Length = 60.01 ft
Barrel Slope = .01667 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Ti ratio (HW/D) = 1.152
T2 ratio (HW/D) = 1.298
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 358.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 358.90 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data Page 1.04
Name.... SWMF#4
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF#4
Page 1.11
\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
t
File.... X:\Proje s
c
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Fi nch
Proje ct Title: Holly Springs Commercia l
Project Comments:
** *** COMPOSITE OUTFLOW SUMMARY *** *
WS Elev, Total Q Notes
--------
-------- -------- ------
Converge
--
-----------
---
---
Elev Q TW El ev Error
.
ft cfs ft +/-ft
---- Contributin
--------- g Structures
00
358 .00 ------
Free -
Outfall (no Q: RI, SI, BA)
.
20
358 .08 Free Outfall SI,BA (no Q: RI)
.
358.40 .27 Free Outfall SI,BA (no Q: RI)
60
358 .41 Free Outfall SI,BA (no Q: RI)
.
80
358 .50 Free Outfall SI,BA (no Q: RI)
.
00
359 .58 Free Outfall SI,BA (no Q: RI)
.
20
359 .65 Free Outfall SI,BA (no Q: RI)
.
40
359 .72 Free Outfall SI,BA (no Q: RI)
.
60
359 .77 Free Outfall SI,BA (no Q: RI)
.
80
359 .83 Free outfall SI,BA (no Q: RI)
.
360.00 .88 Free Outfall SI,BA (no Q: RI)
360.20 7.37 Free Outfall RI,SI,BA
360.40 19.19 Free outfall RI,SI,BA
360.60 34.48 Free Outfall RI,SI,BA
360.80 52.36 Free Outfall RI,SI,BA
00
361 71.00 Free Outfall RIBA (no Q: SI)
.
20
361 72.74 Free Outfall RIBA (no Q: SI)
.
40
361 74.45 Free Outfall RIBA (no Q: SI)
.
60
361 76.12 Free outfall RIBA (no Q: SI)
.
80
361 77.75 Free outfall RI,BA (no Q: SI)
.
00
362 79.35 Free Outfall RI,BA (no Q: SI)
.
20
362 80.92 Free Outfall RIBA (no Q: SI)
.
40
362 82.45 Free Outfall RI,BA (no Q: SI)
.
60
362 83.96 Free outfall RI,BA (no Q: SI)
.
80
362 85.44 Free Outfall RIBA (no Q: SI)
.
363.00 86.90 Free Outfall RIBA (no Q: SI)
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
HMS * Summary of Results for SWMF #4
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1501
Run Name : Post-1YR
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 80.176 (cfs)
Peak Outflow 0.86636 (cfs)
Total Inflow 1.74 (in)
Total Outflow 0.37 (in)
Date/Time of Peak Inflow 13 Feb 08 1256
Date/Time of Peak Outflow 13 Feb 08 2241
Peak Storage 3.2175(ac-ft)
Peak Elevation 359.95(ft)
HMS * Summary of Results for SWMF #4
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1503
Run Name : Post-10YR
Basin Model Post-Development
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 167.57 (efs)
Peak Outflow 53.651 (cfs)
Total Inflow 4.13 (in)
Total Outflow 2.70 (in)
Date/Time of Peak inflow 13 Feb 08 1304
Date/Time of Peak Outflow 13 Feb 08 1317
Peak Storage 4.7558(ac-ft)
Peak Elevation 360.81(ft)
HMS * Summary of Results for SWMF #4
Project : KRG-08000 Run Name : Post-100Yr
Start of Run 13Feb08 0100 Basin Model Post-Development
End of Run 14Feb08 0100 Met. Model 100-Year Storm
Execution Time 25Sep08 1502 Control Specs 1-Minute dT.
Computed Results
Peak Inflow 240.99 (efs) Date/Time of Peak Inflow 13 Feb 08 1304
Peak Outflow 79.424 (cfs) Date/Time of Peak Outflow 13 Feb 08 1317
Total Inflow 6.68 (in) Peak Storage 6.9192(ac-ft)
Total Outflow 5.23 (in) Peak Elevation 362.01(ft)
Type.... Outlet Input Data Page 1.01
Name.... SWMF #4-WC
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch r
Project Title: Holly Springs Commercial f 3 -?f ?IPmxj (?
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 360.00 ft
Increment = .20 ft
Max. Elev.= 363.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
------- --------- ---------
-----------------
Inlet Box RI ---> BA 360.000 363.000
Culvert-Circular BA ---> TW 355.000 363.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #4-WC
Page 1.02
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
=-----------
------
-----------------
# of Openings -
= 1
Invert Elev. = 360.00 ft
Orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #4-WC
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
.Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-----------------
------------------
No. Barrels -
= I
Barrel Diameter = 3.0000 ft
Upstream Invert = 355.00 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 60.00 ft
Barrel Length = 60.01 ft
Barrel Slope = .01667 ft/ft
OUTLET CONTROL-DATA...
Mannings n = 0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Ti ratio (HW/D) = 1.152
T2 ratio (HW/D) = 1.298
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 358.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 358.90 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #4-WC
Page 1.04
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008.
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01' ft
Max. HW tolerance = .01 ft-
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF #4-WC
Page 1.07
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
360.00 -------
.00
360.20 6.44
360.40 18.21
360.60 33.46
360.80 51.52
361.00 71.00
361.20 72.74
361.40 74.45
361.60 76.12
361.80 77.75
362.00 79.35
362.20 80.92
362.40 82.45
362.60 83.96
362.80 85.44
363.00 86.90
SIN: 6217012070C3
PondPack Ver. 8.0058
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall (no Q: RI,BA)
Free Outfall RI,BA
Free outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
The John R. McAdams Company
Time: 3:10 PM Date: 9/25/2008
I-WAS k Sunnnary of Results for SWMF #4
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1518
Run Name : 100-Yr WC
Basin Model -Worst Case
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
J 1i
Peak inflow : 240.99 (cfs) Date/Time of Peak Inflow : 13 Feb 08 1304
Peak Outflow : 80.799 (cfs) Date/Time of Peak Outflow : 13 Feb 08 1317
Total inflow : 6.68 (in) Peak Storage 3.9267(ac-ft)
Total Outflow : 6.63 (in) Peak Elevation 362.18(ft)
SKMF #S PRELIMINARY DESIGN
CALCULATIONS
NEW HILL PLACE
KRG-08020
NEW HILL PLACE MF+ 5 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Staae®Stora a Function
Project Name: New Hill Place
Designer: B. Ihnatolya, PE
Job Number. I-RG-08020
Date: 9/25/2008
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)
'1 X2.0 >,t 23348 46695 46695 2.00
4 0? -5-S 26597 53194 99889 3.99
9 6.0 E _ 28467 56934 156823 „ 6.01
?£s= 2177
b s 10702
NEW HILL PLACE SWMF #5 B. IHNATOLYA, PE
KRG-08020 9/25/2008
Stage - Storage Function
Ks = 21731
b = 1.102
Zo = 360.00
Elevation
feef, Storage
[cf] [acre-feet] 100-YR
360.00 0 0.000 -
360.20 3688 0.085 -
360.40 7917 0.182 -
360.60 12377 0.284 -
360.80 16994 0.390 -
361.00 21731 0.499 -
361.20 26567 0.610 -
361.40 31486 0.723 -
361.60 36477 0.837 -
361.80 41533 0.953 -
362.00 46646 1.071 -
362.20 51812 1.189 0.000
362.40 57026 1.309 0.120
362.60 62285 1.430 0.240
362.80 67585 1.552 0.362
363.00 72923 1.674 0.485
363.20 78299 1.797 0.608
363.40 83708 1.922 0.732
363.60 89151 2.047 0.857
363.80 94624 2.172 0.983
364.00 100127 2.299 1.109
364.20 105658 2.426 1.236
364.40 111215 2.553 1.364
364.60 116799 2.681 1.492
364.80 122407 2.810 1.621
365.00 128040 2.939 1.750
365.20 133695 3.069 1.880
365.40 139373 3.200 2.010
365.60 145072 3.330 2.141
365.80 150792 3.462 2.272
366.00 156532 3.593 2.404
NEW HILL PLACE svvqff 5
KRG-08020
=i Determinado3t of 1,,t1j1!Fsf2 ti)
WQ v = (P) (R r,) (,4)112
where,
WQv = water quality volume (in acre-ft)
Rv= 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input Plata:
Total area, A = 8.00 acres
Impervious area = 5.97 acres
Percent impervious cover, I = 74.6 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.72
WQv= 0.48 acre-ft
= 20956 c£
?M?'t ?,rar'l g,<sffA!7 P'f'a3 ?tsyy`(tr Si S'e'a i..ak ?f'oYhprp
WQ Volume = 20956 cf.
Maximum Ponding Depth = 12 inches
i , ll < < Area Rcquii d at rInmvll Pool = 10936 SF

--? j SiSL'FiS?Lrs' H'P ssl? ??'Fy31?? es"F. 3S?dDr"bPdit?l?7s Y a
?? i'€`?/?i'?f+
Ks= 21731
b = 1.102
V = 20956
Normal Pool Elevation = 360 feet
Provided SA at Normal Pool = 21027 SF
?IQ Elevation = 3 60 9'/ feet
B. IHNAT®LYA, PE
9/25/2008
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If)
Ul F
z z
Qz5z
az°
as
001 am
1-4
x ??m
E„i a x
a e
? y
a
z
z
a
0
v
0
Z?
0
x
O N OC)
N A O
O
O o N
00 I N
o I
Y
Y O
zz
w
U ?
0. k ? F
McADANt
NEW HILL PLACE SWMF
KRG-08020
Inverted Siphon Design Sheet
D siphon = 2 inches
No. siphons = 1
Ks = 21731
b = 1.102
Cd siphon = 0.60
Normal Pool Elevation = 360.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 360.00 feet
WSEL @ 1" Runoff Volume = 360.97 feet
SEL Vol. Stored Siphon Flow Avg. Flow mere Vol. Inero Time
(feet) (cff) (offs) (cfs) (en (see)
360.97 21014 0.099
360.89 18994 0.094 0.096 2020 20967
360.80 16994 0.089 0.091 2000 21896
360.72 15015 0.083 0.086 1978 22986
360.63 13061 0.078 0.080 1955 24295
360.55 11133 0.071 0.074 1928 25910
360.46 9236 0.064 0.068 1897 27976
360.38 7374 0.057 0.061 1862 30767
360.29 5555 0.048 0.052 1819 34866
360.21 3791 0.037 0.042 1764 41876
360.12 2101.4 0.019 0.028 1689 61257
Drawdown Time = 3.62 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.443 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 m 2" inverted siphon = 0.022 ft2
= 0.0699 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time 3.48 days
B. IHNATOLYA, PE
9/25/2008
Conclusion ® Use 1 - 2.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3.62 days.
New Hill Place-SWMF #5
Project # KRG-08020
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
Velocity Dissipator - SWMF #5
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
. constant over the entire length of the pipe.
flow Q in cfs : 17.006 Flow depth (ft) = 1.25
slope Sin % : 1.11 Outlet velocity (fps) = 8.245
pipe diameter D in in.: 24
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 2.00
Outlet velocity (fps) 8.25
Apron length (ft) 12.00
AVG DIAM STONE THICKNESS
(inches) CLASS
----- - (inches)
--------
--------
3 A 9
»6 B 22«
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH=12.0+2.0
VIDIIt=14.Urr.L't
CONCLUSION
Use 8" DIA NCDOT Class `B' Rip Rap
121L x 141W x 22"Thick
Page 1.01
Type.... Outlet Input Data
Name.... SWMF#5
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 360.00 ft
Increment = .20 ft
Max. Elev.= 366.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to.DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
- ---------
Inlet Box RI ---> BA 362.200 366.000
Orifice-Circular SI ---> BA 360.000 366.000
Culvert-Circular BA ---> TW 357.000 366.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#5
Page 1.02
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type
-- = Inlet Box
-------------
------
---------------
# of openings = 1
Invert Elev. = 362.20 ft
orifice Area = 16.0000 sq.ft
orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 360.00 ft
Diameter = .1670 ft
Orifice Coeff. _ .600
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#5
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
- = Culvert-Circular
-------------------
----------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
upstream Invert = 357.00 ft
Dnstream Invert = 356.00 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.01 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 359.31 ft ---> Flow = 15.55 cfs
At T2 Elev = 359.60 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF#5
Page 1.04
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
Type..'.. Composite Rating Curve
Name.... SWMF#5
Page 1.11
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2 /19/2008
Project Enginee r: Jeremy Fi nch
Proje ct Titl e: Holly Springs Commer cia l
Project Comment s:
** *** COM POSITE OUTFLOW SUMMARY *** *
WS Elev, Total Q Not es
-------- --------
------
-- Converge
-------
----
---
-----------
Elev. Q TW El ev Error
ft cfs ft +/-ft
----- - Contrib
------- uting Structures
------------------
--------
360.00 -------
.00 ------
Free --
Outfall (no Q: RI, SI, BA)
360.20 .04 Free Outfall SI,BA (no Q: RI)
360.40 .06 Free Outfall SI,BA (no Q: RI)
360.60 .08 Free Outfall SI,BA (no Q: RI)
360.80 .09 Free Outfall SI,BA (no Q: RI)
361.00 .10 Free Outfall SI,BA (no Q: RI)
361.20 .11 Free Outfall SI,BA (no Q: RI)
361.40 .12 Free Outfall SI,BA (no Q: RI)
361.60 .13 Free Outfall SI,BA (no Q: RI)
361.80 .14 Free outfall SI,BA (no Q: RI)
362.00 .15 Free Outfall SI;BA (no Q: RI)
362.20 .15 Free Outfall SI,BA (no Q: RI)
362.40 4.45 Free Outfall RI,SI,BA
362.60 12.31 Free Outfall RI,SI,BA
362.80 22.47 Free Outfall RI,SI,BA
363.00 34.03 Free Outfall RI,BA (no Q: SI)
363.20 34.76 Free outfall RIBA (no Q: SI)
363.40 35.46 Free Outfall RI,BA (no Q: SI)
363.60 36.16 Free Outfall RI,BA (no Q: SI)
363.80 36.84 Free Outfall RIBA (no Q: SI)
364.00 37.50 Free Outfall RIBA (no Q: SI)
364.20 38.16 Free Outfall RI,BA (no Q: SI)
364.40 38.80 Free Outfall RI,BA (no Q: SI)
364.60 39.43 Free Outfall RI,BA (no Q: SI)
364.80 40.06 Free Outfall RIBA (no Q: SI)
365.00 40.67 Free Outfall RI,BA (no Q: SI)
365.20 41.28 Free Outfall RI,BA (no Q: SI)
365.40 41.87 Free Outfall RI,BA (no Q: SI)
365.60 42.46 Free Outfall RIBA (no Q: SI)
365.80 43.04 Free Outfall RI,BA• (no Q: SI)
366.00 43.61 Free Outfall RIBA (no Q: SI)
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:42 PM Date: 9/25/2008
HMS * Summary of Results for SWMF #5
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1501
Run Name : Post-1YR
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 24.809 (cfs)
Peak Outflow 0.15000 (cfs)
Total Inflow 1.91 (in)
Total Outflow 0.23 (in)
Date/Time of Peak Inflow 13 Feb 08 1256
Date/Time of Peak Outflow 13 Feb 08 1948
Peak Storage 1.1209(ac-ft)
Peak Elevation 362.08(ft)
HMS * Summary of Results for SWMF #5
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1503
Run Name : Post-10YR
Basin Model Post-Development
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 49.684 (cfs)
Peak Outflow 17.006 (efs)
Total Inflow 4.35 (in)
Total Outflow 2.56 (in)
Date/Time of Peak Inflow 13 Feb 08 1304
Date/Time of Peak Outflow : 13 Feb 08 1316
Peak Storage 1.4864(ac-ft)
Peak Elevation 362.69(ft)
HMS * Summary of Results for SWMF #5
Project : KRG-08000
Start of Run 13Feb08 0100
End of Run 14Feb08 0100
Execution Time 25Sep08 1502
Run Name : Post-100Yr
Basin Model Post-Development
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 70.325 (cfs)
Peak Outflow 35.421 (cfs)
Total Inflow 6.92 (in)
Total Outflow 5.12 (in)
Date/Time of Peak Inflow 13 Feb 08 1304
Date/Time of Peak Outflow : 13 Feb 08 1312
Peak Storage 1.9150(ac-ft)
Peak Elevation 363.39(ft)
Type.... Outlet Input Data Page 1.01
Name.... SWMF #5-WC
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments: { no- i? 5 IP[a?w
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 362.20 ft
Increment = .20 ft
Max. Elev.= 366.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- =----- --------- ---------
Inlet Box RI ---> BA 362.200 366.000
Culvert-Circular BA ---> TW 357.000 366.000
TW SETUP, DS Channel
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #5-WC
Page 1.02
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type
--- = Inlet Box
-------------
------
--------------
# of openings = 1
Invert Elev. = 362.20 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #5-WC
Page 1.03
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
---------------
No. Barrels
Barrel Diameter
Upstream Invert
Dnstream Invert
Horiz. Length
Barrel Length
Barrel Slope
= BA
= Culvert-Circular
---------------------
= 1
= 2.0000 ft
357.00 ft
356.00 ft
90.00 ft
90.01 ft
.01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 359.31 ft ---> Flow = 15.55 cfs
At T2 Elev = 359.60 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
Type.... Outlet Input Data
Name.... SWMF #5-WC
Page 1.04
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
Type.... Composite Rating Curve
Name.... SWMF #5-WC
Page 1.09
File.... X:\Projects\KRG\KRG-08020\Storm\Development Plan\Design Files\SWMFDESIGN.PPW
Title... Project Date: 2/19/2008
Project Engineer: Jeremy Finch
Project Title: Holly Springs Commercial
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
--------
362.20 -------
.00 -----
Free --- -----
Outfall --------------------------
(no Q: RIBA)
362.40 4.29 Free Outfall RI,BA
362.60 12.14 Free Outfall RIBA
362.80 22.31 Free Outfall RIBA,
363.00 34.03 Free Outfall RIBA
363.20 34.76 Free Outfall RIBA
363.40 35.46 Free Outfall RIBA
363.60 36.16 Free Outfall RIBA
363.80 36.84 Free Outfall RIBA
364.00 37.50 Free Outfall RI,BA
364.20 38.16 Free Outfall RIBA
364.40 38.80 Free Outfall RI,BA
364.60 39.43 Free Outfall RI,BA
364.80 40.06 Free Outfall RI,BA
365.00 40.67 Free Outfall RIBA
365.20 41.28 Free Outfall RI,BA
365.40 41.87 Free Outfall RI,BA
365.60 42.46 Free Outfall RI,BA
365.80 43.04 Free Outfall RIBA
366.00 43.61 Free Outfall RI,BA
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:10 PM Date: 9/25/2008
HMS * Summary of Results for SWMF #5
Project : KRG-08000
Run Name 100-Yr WC
Start of Run 13Feb08 0100
End of Run : 14Feb08 0100
Execution Time : 25Sep08 1518
Computed Results
Basin Model Worst Case
Met. Model : 100-Year Storm
Control Specs : 1-Minute dT

Peak Inflow : 70.325 (cfs) Date/Time of Peak Inflow : 13 Feb 08 1304
Peak Outflow : 35.781 (cfs) Date/Time of Peak outflow 13 Feb 08 1312
Total Inflow : 6.92 (in) Peak Storage : 0.78936(ac-ft)
Total Outflow : 6.90 (in) Peak Elevation 363.49(ft)