HomeMy WebLinkAbout20140865 Ver 1_Stormwater Info_20140811KILDAIRE CROSSING
PHASES 2 & 3
CARY, NORTH CAROLINA
STORMWATER IMPACT ANALYSIS & PRELIMINARY
DESIGN OF STORMWATER MANAGEMENT FACILITIES
PROJECT NUMBER:
DESIGNED BY:
DATE:
iJ
AWH -12050
JOSH ALLEN, PE, CFM
APRIL 2014
McADAMS
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. # C -0293
/
CARO ,-
SEAL y
40761 f,
= r 'STO.RMWATE R 11M PACT AN.ALYS:IS- &- P RE LINM I N, ARY t
DESIGN OF STORMWATER MANAGE- MENT,FACILITY:D
KILDAIRE CROSSING = PHASE- ,24 &'3'.
AWH -12050 -
-
_� = QARY. NORTH CAROLINA
- DATE: APRIL,2'014
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MCADAMs
' .Raleigh /Durham w2.905 Meridian Parkway ■:Durham,,'NC -27713 t
Charlotte ■ 11301 Carmel Commons'6W ■ Suite 111. ,Charlotte;.NC 28226°
McAdamsCo.com 4 =
Designing Tomorrow's Infrastructure & Communities
KILDARE CROSSING - PHASES 2 & 3
Stormwater Impact Analysis & Preliminary Design of Stormwater Management Facilities
Proiect Description and Summary
Located off of Arthur Pierce Road and Chaumont Drive in Cary North Carolina is the
proposed- -residential development - currently known as, Kildare Crossing. Proposed --
development on this site consists of the construction of single - family lots, along with
supporting street, parking, utility, stormwater management improvements, and other
supporting .infrastructure. This project is a multi -phase project with 3 phases. Phase 1 has
been previously approved, and this report pertains only to Phases 2 and 3. Please refer to
the submitted site plan for -additional information.
The proposed development is located within the Neuse River Basin and will be subject to
the stormwater management requirements set forth in the Town of Cary Land
Development Ordinance (LDO). Stormwater management on this site shall address two
primary issues: (1) peak discharge rates and (2) water quality management.
73.3 Peak Runoff Control
There shall be no net increase do peak stormwater run -off flow leaving a development from
pre- development conditions for, the one (1) -year design storm New developments are
required to minimize damage to subject streams caused by storm flows
(A) Calculation of,Peak Flow
Acceptable methodologies for computing pre- and post - development conditions for the
one (1) -year design storm include
The Rational Method (used when the drainage area is two hundred (200) acres or
less)
2 The Peak Discharge Method as described in USDA Technical Release Number
55 (TR -55) (drainage area is 2, 000 acres or less)
3, The Putnam Method (drarnage,area ►s,greater than 2,000 acres)
USGS Regression Equations, where applicable
The same method must be .used for both the pre- and post- development conditions
(B) Exceptions to Peak Flow Control
Developments with less than ten (10) percent net increase in peak flow of the one (1)-
year design storm are not required to control peak flow from the site However, if ,the
net Increase in peak flow from the new development is greater than ten (10) percent,
the entire net increase from pre - development one (1) -year design storm- peak flow
must be, controlled
(C) Downstream Impact Analysis
A Downstream Impact Analysis shall be supplied for all new,proposed developments
that require site/ subdivision plan approval Site/ subdivision plans which are not
subject to the stormwater management regulations are exempt from the Downstream
Impact Analysis requirements
Each development plan shall
Calculate the pre- and post- development discharges for each discharge point
from the site
If the post- development calculated discharge is equal to or less- than a ten (10)
percent increase for the two (2), five (5) and ten (10) -year peak discharges at
each discharge point, then no further analysis is needed
If the post-development peak discharge at any discharge point is greater than
-forty (40) cubic feet per-second (cfs) then-further analysis-is needed and -shall be
treated as in Section 7 3 3(C)(2) 'below In lieu of,the ten (10) percent increase,►n
off site run -off the engineer shall limit run -off to the extent that downstream
conveyance systems can accommodate the run -off increase without causing any
propert y damage
2 If the post- development discharge for the two (2), five (5) and ten (10) =year
discharges at any discharge point is greater than ten (10) percent of the pre -
development discharge; then additional analysis is needed for that discharge
point
Identify the point downstream where the impacts become ,less than a ten (10)
percent increase
Analyze the impacts of the increase on the stormwater conveyance system(s)
(pipes; culverts, ditches, swales, etc) between the discharge point and the point
where the impact becomes less than ten (10) percent
Identify negative 'impacts on all improvements (businesses, homes, lawns„
streets, pipes, ditches, swales, etc) through the use of inlet and' outlet control
calculations and backwater analyses for culverts, channel capacity calculations
for swales and ditches
Construct on -site detention, off -site improvements, or make a payment -in -lieu for
inadequate downstream conveyance systems to fully mitigate all impacts created
by the proposed development -Requests for payment -m -heu must be approved by
Town Council
Payment -In -lieu shall be based on the sealed, approved, estimate of one hundred
(100) percent of the costs to construct the appropnate mitigation facility Those
costs shall include design, land costs, construction, and a fifty (50) -year cycle of
maintenance The chosen facility has to be a facility that is capable of obtaining
all permits required by all appropriate state and federal agencies
3 If on -site detention ,is the chosen mitigation, limit the peak discharge at all
discharge points to what would be expected from an R -40 zoning, condition for the
two (2), five (5) and ten (10) -year storm events, not to exceed a ten (10) percent
increase over the pre - development conditions
2. 7.3.2 Nutrient Reduction Requirements
(D) Nitrogen and Phosphorous Export.Standards
Any activity that is required to submit a nitrogen control, plan in the Neuse River
Basin must achieve a nitrogen export.of less than or equal to three and six- tenths
(3 6) pounds per acre per year Any activity that is required to submit a nitrogen
and phosphorus control plan in the Cape Fear River Basin must achieve an
export rate of less than or equal to two and two- tenths (2 2) pounds per acre per
year of nitrogen and eighty -two hundredths (0 82) pounds per acre per year of
phosphorus in the Upper New Hope and four and four - tenths ,(4 4) pounds per
acre per year of nitrogen and seventy -eight hundredths (0 78) pounds per acre
per year in the Lower New Hope, If the development contributes greater than
three and six- tenths (3 6) pounds per acre per year of,nitrogen in the Neuse R&er
Basin, greater than two and two- tenths (2 2) pounds per acre per year of nitrogen
and/or eighty -two hundredths (0 82) pounds per acre per year of phosphorus in
the Upper New Hope, or greater than ,four,and four - tenths (4 4) pounds per acre
per year of nitrogen- and/or seventy -eight hundredths- (0 78)- pounds per acre per
year of phosphorus in ,the Lower, New Hope, then the table below explains the
options available depending whether the development is residential or non-
residential
2 Notwithstanding the foregoing, in the Cape Fear River Basin, redevelopment that
would replace or expand existing structures or improvements and would result in
a net increase m built -upon area shall have the option of either meeting the
loading standards identified in section 7 3 2 (D)(1) or meeting a loading rate. that
achieves the, following nutrient loads compared to the existing development in
the Upper New Hope Watershed, thirty -five (35) percent reduction in nitrogen and
five (5) percent reduction in phosphorus, and in the Lower New Hope Watershed,
no Increase.for,nitrogen,or phosphorus
3 Development subject to this section 7_3 shall attain a maximum nitrogen loading
rate on -site of six (6),pounds per acre per year for single family„ detached and
duplex residential development and ten (10) pounds per acre per year for
other development, including multi- family residential, commercial and industrial
and shall meet any requirements for engineered stormwater controls otherwise
imposed by the ,LDO An applicant may achieve the additional reductions in
nitrogen and phosphorus loading required by this section by making offset
payments to the ,North Carolina Ecosystem Enhancement Program contingent
upon 'the acceptance of payments by that program An applicant .may propose
other offset measures, including providing his or her own offsite offset or utilizing
a ,pnvate seller All offset measures permitted by this ordinance shall meet the
requ►rements,of 15A NCAC,02B 0273 (2) through (4) and 15A NCAC 02B 0240
TABLE 7.34: NITROGEN /PHOSPHORUS EXPORT REDUCTION OPTIONS
Residential /Multifamily Residential
Commercial /Industrial /Institutional /Local
Government
If the computed export is less than 6 0 Ibs /ac /yr,
If the computed export is less than, 10 0 Ibs /ac /yr,
then the owner may either
then the owner may either -,
Install BMPs to remove enough nitrogen to bring
Install BMPs,to remove enough nitrogen to bring
the development down to 3 6 Ibs /ac /yr in the
thedevelopment down to 3 6 Ibs /ac /yr in the.
Neuse River Basin Install BMPs to bring the
Neuse River Basin Install BMPs to bring the
nitrogen down to 2 2 Ibs /ac /yr and phosphorus
nitrogen down to 2 -2 Ibs /ac /yr and phosphorus to
,to 0 82 Ibs /ac /yr,in the Upper New Hope and the
0 82 Ibs /ac /yrlin the Upper New Hope and the
nitrogen down to 4 4 Ibs /ac /yr and the
nitrogen -down to 4 4 Ibs /ac /yr,and the phosphorus'
phosphorus to 0 78 Ibs /ac /yr Lower New Hope
to 0 78 Ibs /ac /yr Lower New Hope in the Cape
in, the Cape Fear River Basin
Fear River Basin
Pay a one -time offset payment to bring the
Pay a one -time offset payment to bring the
nitrogen down to the 3 6 Ibs /ac /yr in, the Neuse
nitrogen down to the 3 6 Ibs /ac /yr in the Neuse
River Basin. Pay a one -time offset payment to
bring the nitrogen down to 2.2 Ibs /ac /yr and
phosphorus to 0.82 Ibs /ac /yr in the Upper New
Hope and the nitrogen down to 4.4 Ibs /ac /yr and
the phosphorus to 0.78 Ibs /ac /yr Lower New
Hope in the Cape Fear River Basin.
River Basin. Pay a one -time offset payment to
bring the nitrogen down to 2.2 Ibs /ac /yr and
phosphorus to 0.82 Ibs /ac /yr in the Upper New
Hope and the nitrogen down to 4.4 Ibs /ac /yr and
the phosphorus to 0.78 Ibs /ac /yr Lower New Hope
in the Cape Fear River Basin.
Do a combination of BMPs and offset payment
Do a combination of BMPs and offset payment to
to achieve a 3.6 Ibs /ac /yr export in the Neuse,
achieve a 3.6 Ibs /ac /yr export in the Neuse, 2.2
2.2 Ibs /ac /yr nitrogen and 0.82 Ibs /ac /yr
Ibs /ac /yr nitrogen and 0.82 Ibs /ac /yr phosphorus in
phosphorus in the Upper New Hope and 4.4
the Upper New Hope and 4.4 Ibs /ac /yr nitrogen
Ibs /ac /yr nitrogen and 0.78 Ibs /ac /yr phosphorus
and 0.78 Ibs /ac /yr phosphorus in the Lower New
in the Lower New Hope.
Hope.
If the computed nitrogen export is greater than
If the computed nitrogen export is greater than
6.0 Ibs /ac /yr, the owner must use on -site BMPs
10.0 Ibs /ac /yr, the owner must use on -site BMPs
to bring the development's export down to 6.0
to bring the development's export dawn to 10.0
Ibs /ac /yr. Then, the owner may use one of the
Ibs /ac /yr. Then, the owner may use one of the
three options above to achieve the reduction
three options above to achieve the reduction
between 6.0 and 3.6 Ib /ac /yr in the Neuse River
between 10.0 and 3.6 Ib /ac /yr in the Neuse River
Basin, 2.2 Ibs /ac /yr in the Upper New Hope or
Basin, 2.2 Ibs /ac /yr in the Upper New Hope or 4.4
4.4 Ibs /ac /yr in the Lower New Hope of the
Ibs /ac /yr in the Lower New Hope of the Cape Fear
Cape Fear River Basin.
River Basin.
Once it has been determined that an offset payment is forthcoming, the owner
shall furnish the Town with evidence that the payment for the reductions in
nitrogen and /or phosphorus has been made prior to the Town's issuance of a
grading permit.
4. The nitrogen and phosphorus export standards in this ordinance are supplemental
to, not replacements for, stormwater standards otherwise required by federal,
state or local law, including without limitation any riparian buffer requirements
applicable to the location of the development. This includes, without limitation, the
riparian buffer protection requirements of 15A NCAC 2B . 0267 and. 0268.
4.4.6 Watershed Protection Overlay
(D) Overview of High Density and Low Density Development Options
There are two (2) development options in the Watershed Protection Overlay, a Low
Density Option and a High Density Option, each with different provisions related to
either the Swift Creek Watershed or the Jordan Lake Watershed as well as to sub-
areas within either watershed.
1. Impervious Surfaces
The maximum allowable amount of impervious surface within a
proposed development is limited based upon the Low or High Density Option, and
differs from Watershed to watershed as depicted in Table 4.4 -5.
2. Calculation of Impervious Surfaces
Calculation of impervious surface area shall include the pavement area of all
existing and proposed internal Lublic and private streets, one -half (112) of the
width of roadways on the perimeter of the project, driveways, rooftops, parking
lots, patios, and all other impervious surfaces. For the purpose of calculating the
impervious surface of roadways on the perimeter of a project, the ultimate
4
pavement cross section of the roadway based on the Comprehensive
Transportation Plan and any sidewalk(s) orgreenway(s) along the perimeter
roadway will be included in the calculation. For purposes of calculating the
percentage of impervious area coverage, the total project area shall be regarded
as the actual area of the propert y plus the area within theriphts -of -way of the
internal and perimeter streets included in the calculation of impervious area.
3. Residential Density
In addition to limitations on the amount of impervious surface. the Low and High
Density Development Options limit the gross residential densities of projects
based upon the watershed where they are proposed, with higher densities
allowed under the High Density Option as depicted in Table 4.4 -5.
Runoff Control
Engineered stormwater controls intended to contain the runoff from the first one
(1) inch of rainfall are required in any development utilizing the High Density
Option in either watershed.
(F) Limitations on Impervious Surface Area and Density
2. High Density Option
High Density Option development proposals may be approved, provided that
the development applications are consistent with the following standards:
TABLE 4.4 -5: MAXIMUM IMPERVIOUS SURFACE LIMITS: HIGH DENSITY OPTION
Suburban -New
Urban -New
Existing Urban
Residential
Non - Residential
Residential
Non - Residential
Residential and
Non -
Residential
Swift Creek Watershed
Maximum
Two and one-
The impervious
Six (6.0) dwelling
The impervious
The impervious
impervious
Surface Limits
half
(2.5)dwelling
area allowed
under the
units per acre
east of Holly
area allowed
under the
area allowed
under the
unitsper acre
underlying
Springs Rd.,
underlying
underlying
not to exceed
general
greater than six
general
general
thirty (30)
use zoning
(6.0) units per
use zoning
use zoning
percentimpervio
districts, not to
acre west of
districts, not to
districts, not to
us surface area.
exceed thirty (30)
Holly Springs
exceed seventy
exceed seventy
percent.
Rd., not to
(70) percent.
(70) percent.
exceed seventy
(70)
percentimperviou
s surface area.
Sewer
Required
Impounfte —hi
Required to contain and treat the, runoff from the,filrst�one (1`) inch -of °,rainfall and to, achieve
and
a minimum of,eighty -'five,(85)'�percent average annual removal for`Total Suspended Solids
Maintenance
��(TSS) ,Public or private mairitenance [Other BMPs besides, impounda ents may',be
available, consult the Division of Water Quality's State Design M'anual,for Best
_Management
Practices,Rel'a_ted to Stormwater Control ]
Jordan Lake Watefshed
Where new development exceeds,the Low Density Option Standards above, engineered stormwater controls,
shall be used to control and; treat runoff from the first inch ofirainfall and to achieveca minimum, of eighty -five
(85) percent,average annual removal, for Total Suspended Solids (TSS) Development shall not exceed'
seventy (70) percent, impervious surface area
Jordan Lake Watershed Critical Area
Where proposed development exceeds t_he'Low Density Option Standards above, engineered stormwater
controls are required to,con'trol and treat runoff_ from the first inch of rainfall and -to, achieve,a minimum of
eighty -five (85) percent average annual removal for'Total Suspended Solids (TSS)- Development shall not
exceed fifty (50)'percent impervious surface area
This report contains ,calcul'ations detailing the expected stormwater impacts as a result' of
Phase ,2 and 3 of ,the proposed development, along with preliminary design calculations
for the two stormwater ,ponds that will he used, to alleviate, those impacts and meet the
,requirements; of the Town of Cary. The portions of the development studied within this
report ,include Phases 2 and 3 only. Please refer to the appropriate sections of `this .report
for additional information.
Calculation Methodology
Rainfall data for the ,Cary, NC region i_s d'erived from NOAA Atlas -14. Thi's data
was used to gene "rate a depth- duration- frequency (DDF) table describing rainfall
depth versus time for varying return periods. These rainfall, depths were then
input into the meteorological model Within PondPack V8i for peak flow rate
calculations. Please reference; the rainfall data, section within this report for
additional information.
® The on -site topography used in the analysis is from a field survey performed by
The John R. McAdam, Company, Inc. The offs`i`te topography. used -,in the analysis
'is from Town of Cary GIS data., Please refer to the, pre- and post - development
watershed maps for additional information.
o Using -maps contained' within the `Wake'County Soil Survey, the on- and off site
soils were determined to be from hydrologic soil groups (_HSG) `'B' ,and '`U soils.
`Since the method chosen to compute 'both pre- and ,post- development peak flow
rates ,and runoff volumes is 'd'ependent upon the soil type; care was taken when
selecting the appropriate _S_off Conservation Service Curve Number (S'CS CN).
Within each sub- basin, an approximate proportion of 'each soil group was
determined using NRCS Soil Survey Maps. `Once an, approximate proportion, was
determined, & composite ;S'CS CN was computed ,for each cover condition
• A composite SCS Curve Number was calculated for, both the pre- and post -
development condition using SCS' curve numbers and land cover conditions.
Land ,cover conditions for the pre - development condition were taken from a field
survey by The John R. McAdams Company, Inc. Land cover conditions for the
post- development condition were taken from the proposed development plan.
Please refer to the pre- and post - development watershed maps for additional
information. — - -
• The times of concentration are calculated using the SCS TR S5 Segmental
Approach. The Tc flow paths are divided into three segments: overland flow,
concentrated flow, and channel flow. The travel' time is then computed for each
segment, from which the overall time of concentration is determined by taking the
sum of each segmental time.
• Reach lengths are modeled, as appropriate, for several sub - basins within the
PondPack model assuming a time translation only, which is based on the
computed travel time through each appropriate, downstream channel segment.
Please, refer to pre- and post- development hydrologic inputs for additional
information.
• The post- development time of concentration to the proposed stormwater
management facility is assumed to be 5 minutes. This provides a conservative
estimate of facility size for design purposes.
• PondPack Version V8i, by Bentley Systems, Inc., was used in determining the
pre- & post - development peak flow rates for the 1 -, 2 -, 5 -, 10 -, 25 -, and 100 -year
storm events, as well as routing calculations for the propose "d stormwater
management facility.
• For 100 -year storm routing calculations, a "worst case condition" was modeled in
order to insure the proposed BMPs would safely pass the 100 -year storm event.
The starting water surface elevation in the facility, just prior to the 100 -year storm
event, is at the riser crest elevation. This scenario could occur as a result of a
,clogged orifice 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 orifice has an
opportunity to draw down the storage pool.
• Nitrogen calculations were prepared for Phases 2 and 3, of the project together
such that the two phases can "stand alone" and meet Town of Cary regulations.
• A nprap basin is provided at the principal spillway outlets to prevent erosion and
scour in these areas. The basin will be 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 basin.
• To guard against dam failure due to the buoyant forces caused by the, riser - barrel
outlet structures, anti - flotation calculations were performed for each facility.
These calculations consisted of determining the amount of concrete that is
required to anchor the outlet structure down and prevent it from floating. In
addition, the pre -cast riser sections are to be tied together to prevent separation
caused by buoyant forces.
Discussion of Results
Peak Runoff Control, Requirements
The-proposed project-will result in a significant- increase in peak-flow-rates. To mitigate
this impact, the proposed facilities have been sized such that post - development peak flow
rates are no greater than pre- development levels in the 1 -, 2 -, 5 -, and 10 -year storm
events.
Pollutant and Nutrient Control Requirements
This report contains pre- and post- development nitrogen calculations for Phases 2 and 3
of the, development only.
With regards to 85% TSS removal, the stormwater management facility has been sized
for a 90% TSS removal efficiency to provide TSS removal to the greatest extent possible
within Phases 2 and 3 of the development. Please refer to the post- development
watershed map for additional information.
Conclusion
If the development on this tract is built as proposed within this report, then the
requirements set forth in Section 7.3 and 4.4.6 of the Town of Cary Land Development
Ordinance 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.
SUM MAR Y OF RESUL TS
KILDAIRE CROSSING
AWH -12050
KILDIARE CROSSING SUMMARY OF RESULTS J ALLEN,-PE, CFM
AWW12050 4/24/2014
POINT OF ANALYSIS Hl
Return_'Pen6d
Pre -Dev
cfs]
Post -Dev
[cfs]
% Increase
- I -Year
243
202
=17%
_2 -Year
562
354
-37%
— — - —5- Year_____
—_1151
_ 575
- -50%
10 -Year
1682
802
-52%
25 -Year
1 2371
2227
-6%
POINT OF ANALYSIS H2
Return Period
Pre -Dev
cfs
Post -Dev
cfs
% Increase
1 -Year
080
019
-76%
2-'Year
202
046
-77%
5 -Year
420' 1
1,04
-75%
10 -Year
619
156
-75%
25 -Year
1 878
1 2,25
1 -74%
POINT OF ANALYSIS Hi
Return Period
Pre -Dev -
cfs
'Post -Dev
[cfs]
% Increase
1 -Year
189
1 -75
w7%
_ 2 -Year
389
2'99
-23%
5 -Year
733-
489
-33% _
10- -Year
10 37'
651
-37%
25 -Year
1437
8'51
1 -41%
POINT OF ANALYSIS HA
Return Period
Pre -Dev
cfs]
Post -Dev
cfs
% Increase
1 =Year
517
4`06
-21%
2-'Year
1155
867
-25%
5 -Year
2538
1730
-32%
10 -Year
3877
2509
-35%
l 25 -Year
5695
3561
-37%
KILDIARE CROSSING SUMMARY OF RESULTS J ALLEN, PE, CFM
AWH-12050 4/24/2014
Design Drainage Area =
920
ac
Design Impervious Area =
432
ac
Impervious =
470%
ft
Top of Dam =
41000
ft
NWSE=
- 40400
ft
Average Depth =
356
ft
Surface Area at NWSE =
14,233
sf
Required SurfaWArea at NWSE _
10,482
sf
Siphon Diameter =
2 250
in
Siphon Elevation =
40400
ft
Riser Size =
4'x 4'
1 75
Riser Crest =
40850
ft
Barrel Diameter=
24
in
9 of Barrels =
I
63 40
Invert In =
40300
ft
Invert Out =
40200
ft
Length =
47
ft
Slope =
00213
ft/ft
9T0 tMWA L£R- . _ G VAC
mBARAUI1NGY1✓ FSIJLTS
Return Period
- Inflow
- Outflow _
Mai. WSE
Freeboard
cfs
cfs
ft
ft
I -Year
2002
018
40585
415
_ 2 -Year
27 17
021
406 51
_ 349 -
5 -Year
36 12,
025
40753
247
10'Year
4333
027
40831
169
25 -Year
5187
1 75
40860
1 40
100 -Year
63 40
1 1 36
408 88
1 12
100 -Year -Worst Case
63 40
35 83
40950
050
KILDIARE CROSSING SUMMARY OF RESULTS 3 ALLEN, PE, CFbl
AWH -12050 4/24/2014
Design Drainage Area =
867
ac
Design Impervious Area =
267
ac
% Impervious =
308%
Ift
Top of Dam =
41200
ft
NWSE=
40600
ft -
Average Depth =
318
ft
Surface Area at NWSE =
7,395
sf
Required Surface Area at NWSE =
7,208
sf
Siphon Diameter=
1750
in
Siphon Elevation =
40600
ft
Riser Size =
4'x 4'
598
Riser Crest =
41025
ft
Bartel Diameter =
24
in
# of,Barrels =
1
5015
Invert In =
40500
ft
Invert Out =
40400
ft
Length =
45
ft
Slope =
00222
ft/ft
CORMWAF�R MAN AGEMEI+ tICfl ?AGIEITY�Cr,ROiFFINC�R'ESIiLTS
'Return Period
Inflow
Outflow
Max WSE
Freeboard
cfs ]
[cfs]
Ift
ft
- 1 -Year
11 16
0 11
40799
4 01
2 -Year
16 -79 _
0 13
40886
3 14
5 -Year
2442 _
016
41022
1 78
10 -Year
3085
1 27
41033
1 67
25 -Year
3887
598
41049
151
100 -Year
50-1 5
15 64
1 41072
128
1100 -Year - Worst Case
5015
1 3470
1 411 18
082
KILDIAKE CROSSING SUMMARY OF'RESULTS
AWH -12050
i UT,.
Site Area =
6418
acres
Pre Development Nitrogen Loading =
7848
Ib /yr
=
1 22
lb /ac /yr
Post Development Nitrogen Loading =
45926
Ib /yr
=
7 16
Ib /ac /yr
Nitrogen Loading Allowable =
231 06
lb /yr
=
360
Ib /ac /yr
i U LOADIIVG*A ER� 9 MENT r
Post Treatment Nitrogen Loading =
273`77
Ib /yr
=
427
Ib /ac /yr
COr1Tl O1WOF. RT2A11INDERt $O °BEtOFF,SETyRQT�PA
a
mom
Nitrogen Loading to be Offset =
4271
Ib /yr
=
067
lb /ac /yr
Nitrogen Loadmg previously Offset (Phase 1) =
3840
Ib /yr
=
060
Ib /ac /yr
Remaining Nitrogen Loading to be Offset (Phases 2 and,3) =
432
Ib /yr
=
007
lb /ac/yr
Estimated Cost =
$21 02
per lb
_
$2,72327
] ALLEN, PE, CFM
4/24/2014
MISCELLANEOUS SITE INFORMATION
KULDAIRE CROSSING
AWH -12050
. - � �p �1"* k 1[ zr i �rSa tt �'� " 3� � � °`i v � .c r '�y -, .� -� � T�.� =ice s .,{•y�Y � � [ r-� � �- 4
,�`� FF �Lr� � �•deftF�- (�. 7`�� �. --Li ,s .r �.� �. q?�,�;n � ry 'scq �'�(. �I�:ai ��-��?��: -� t.'' T -.. L1rd�'�' -'l-.r
`' " � ! 1 ti ?y1 �••r f- � - c •._/� .ly%L,y � � � u T,.��' �,,, � •fr is i'� c F �"'" +. �'s{[ .'�.�. � 7 ;� �^ �-r
•y2:;; Ws' ,.t«' ik'• J la. � �J ,+�'' sK l g yt � ,y.> < y ` . ; ,a. ,•' r �' L fr .�. ,� ��} '' 4 . -may �..'w::�i � �.� 2 »1""Y'.t...
%'t_ �-' 4 1•!f t i4[�r. �- -�..�„ �_�y�'�'`�:,, � �� ifc �'�-, �9 .. �� z �' �' j � .'{�'p", �� �� t� ��+� vy , �r - �::2i A �'�.
�` r"2 � ''�..•S �/ '�'�' "" -•3.� is .a} .��C �Z�9_,. ` R_h. ,�_ s`a -a �, } fi �_,> •�1*'1` .T _ '` f _#
) `i rte• -
1 I
Lt-
• - ��`a�.J;,_. rte•'"' _.t d� i_. •, �*'�!'.Y
�? u
I Il of ty r. C�a e o r
- '�6- nr4�:�a.:�Trfi���
0
0 1,000 2,000 4,000
Feet
I inch = 2,000 feet
USGS QUAD MAP
WAKE COUNTY, NC
JONES FARM
AWH -12050
'J
MCADAMS
Name
Description
Basal Creek [(Bass Lake, (Mills Pond)]
From source to Sunset Lake, Middle Creek
Middle Creek
From dam at Sunset Lake to Swift Creek
Rocky Branch
From source to Middle Creek
Camp Branch
From source to Middle Creek
Bells Lake
Entire lake and connecting stream to Middle Creek
Mills Branch
From source to Middle Creek
Terrible Creek (Johnsons Pond)
From source to dam at Johnsons Pond
Terrible Creek
From dam at Johnsons Pond to Middle Creek
Panther Branch
From source to Middle Creek
Little Creek
From source to Middle Creek
Juniper Creek
From source to Little Creek
Guffy Branch
From source to Little Creek
Ditch Branch
From source to Guffy Branch
Buffalo Branch
From source to Middle Creek
Mill Branch
From source to Middle Creek
Beaverdam Branch
From source to Middle Creek
Neuse River Basin
Index Number
Classification
Class Date
27- 43- 15 -10 -2
C;NSW
Special Designation
27- 43 -15 -3
B;NSW
05/01/88
27- 43- 15 -(4)
C;NSW
05/01/88
27- 43- 15 -4.5
C;NSW
05/01/88
27- 43 -15 -5
C;NSW
05/01/88
27- 43 -15 -6
C;NSW
05/01/88
27- 43 -15 -7
C;NSW
05/01/88
27- 43- 15 -8 -(1)
B;NSW
05/01/88
27- 43- 15 -8 -(2)
C;NSW
05/01/88
27- 43 -15 -9
C;NSW
05/01/88
27- 43 -15 -10 C;NSW
05/01/88
27- 43- 15 -10 -1
C;NSW
05/01/88
27- 43- 15 -10 -2
C;NSW
05/01/88
27- 43- 15- 10 -2 -1
C;NSW
05/01/88
27- 43 -15 -11
C;NSW
05/01/88
27- 43 -15 -12
C;NSW
05/01/88
27- 43 -15 -13
C;NSW
05/01/88
Tuesday, February 14, 2012 Kased on C3assifications as of 20120208 Page 19 of 72
WATERSHED SOILS INFORMATION
IQLDAYRE CROSSING
AWH -12050
KILDAIRE CROSSING WATERSHEDSOIL INFORMATION D. PERRY, El
AWH -12050 8/6/2013
Watershed soilsfrom the Wake County Soil Survey
Symbol
Name _
Soil Classification
A B, AgB2, AgC, AgC2
Appling gravelly sandy loam
B
A D"
Applmg sandy loam
_ B
CgB2.CgC2
Cecil gravelly sandy loam
B
W.mE
Wedowee sandy,loam
B
WyA
Worsham,sandy loam
D _
References:
1 Soil Survey: Wake County. North Carolina
United States Department of Agriculture. Soil Conservation Service (in cooperation
with,North Carolina AgricultumExperiment Station),
2 SCS TR -5'5
United States Department of Agriculture. Soil Conservation Service 1986.
COVER CONDITION SCS CN - HSG B
Impervious
'98_ _
Open
61
Wooded
55 _
Pond
100
COVERCONDITION SCS CN - HSG C
Impervious
98
Open
74
Wooded
70
Pond
100
COVER CONDITION SCS CN = HSG D
Impervious
98
Open
80
Wooded
77
_ Pond
1'00
Id
se
�1 +�
It
- r -rte
:3
A41, 7 .F'
•
-1_*
• ; ►�
PRECIPITATION DA TA
IOLDAIRE CROSSING
AWH -12050
NOAA Atlas 14, Volume 2, Version 3
Location name: Apex, North Carolina, US *'
Coordinates: 35.6967, - 78.7871`
Elevation: 473 ft*
source- Google Maps •� �•
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok M.Yelda. and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aenals
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average
recurrence interval (years)_
-
-_ - - --
'Duration - -- -- ---
L
- - - - --
- 25 _ - 50 100 -
-- - - --
10
-2667F 500
1000
F-5-ml n 0410
0 479 0.550 0.612
0.875 F 0.722 F 0.765 1
0.802 F 0.843
0.719.0.875) - 0_920)
0.877
(0.773 - 0.959)
(0.375-0.447)
(0_438_0.523) (0.504 - 0.601) (0.559 - 0.667)
(0.615 - 0.736)1(0.655- 0.788) (0_690-0.834)1(
(0.750
0.978
1 1.15 1.22
1.27 1.33
1.38
10 min 0.854
(0.600 0 715)
0.766 0.881
(0.701- 0.837) (0.8D7- 0.962) (0.894 -1.07)
(0.90 -1.17) (104 -1.25) (1.10 -1.32)
(1.14.1.39) (1.19 -1.46)
(1.22
15 -m I n 0.818
1 0.962 1.11 1.24
1.22) (1.13 1.35)
1.36 1.46 4
(1.24 -1.49) (1.32 1.59) [(1�3; 1.6 8)
1.60 1.68
(1.44 -1.75) (1.49 1.83)
(0)
(0.749 0.893)
(0.881 -1.05) (1.02
1.58 1.79
2.02 2.19 2.35
2.50 2.67
2.81
F30-min 1.12
(f.03 1_23)
1.33
(1_22- 1.45) (L45 1.73) (1.64 - 1.96_)
(1.84 -2 20) (1_99_2.39) (2.12-2:57)_
(2.24 -2.73) (2_38 -2.92)
-
2.69 2.97 324
3.50 3.63
4.10
60 -min 1.40
(f_28 =1.53)
1.67 2.03 2.33
(1_53 1.82) (1.86 -2.22) F 2.13 2.55)
(2.45 2.93) (2.70 3.24)- (2.92 =3.53)
(3.14-3.82) (3.41- 4.18)-
(3.61.4.48)
.
1.96 2.41 2.79
3.27 3.66 4.04
4.42 4.91
5.32
F��.63
F2-h,
'
0.78 -2.15) (2_19 2.65) (2.53 -3_07)
(2_943.59) (3.28 4.01) -(3_60 4.43)
(3.91- 4Y84)- {4.31_5_39)
5_85)
�3 -hr ( 1.73
2.08 2.56 3.00
2.83) 330)
3.54 4.00 4.46
(3_19 3.89) (3.59-4. 39) (3_97 - 4.90)
74-9:4 5.58
(4.41) (4.87 6.12)
6.13
(529 6.73}
L(1.56 1.91)
(1.90 229) (2.33 (2.72
2.08
6 -h r
2.49 3.08 3.60
2.74) 3.38) (3_28 3.95)
4 28 4.85 5.43
(3.87.4.67)- (4_36 5.30) (4.84.5.92)_
6.03 6.86
(5.32 6.57) (5.97 7.46)-
7.56
(6_51 8.25)
(1_91_2.28)
s -
(228 (2.81
2'84 3.64 4 29
5.13 5.86 6.60
7.39 89.43
� 12 - h r
2_69)
(2.69 -3_23) (3.33 =4.00) (3.90 4.70}
(4.63 _5.60) (5.25-6.37) (5.85_7.18)
(6.48 -8.02) (7.3
(8_01 -10.2)
F24-hr 2'89
�
3'48 4.38 5.09
3.76) 4.73) (4.71_5
�6.06 6.83 7 61
(5.5' 9 6.53) (6.29 7.35) (6.99 8.21)
8.43 9.54
(7.71 9_09) (6_70 10.3)
10.4
(9.46
(2.68_3.11)
(3.24 (4.07 ^49)
-
2 day 3
4.02 5.02 5.81
T 6 88 T-F 8 59
I 9.26)
9.48 10.7
10.2) 11.6)
11.7
(3.10 =3.60)
(3_74 =4.34) (4.66 - 5.42)- (5.38 -6.26)
(6.35 7_41) (7.1)` (7.8 8
(8.68 (9.75
3 -day 3.54
4.25 5.28 6.09
7.20 8.07 8.97
7.72)_ -8.67) (8.25-9.64)
9.89 112
(9.07.10.6) (10_2 12.0)_
12.1
L(11.0-13.1)
(3.29 3_80}
(3_96 4.57)- (4.91 -5.67} (5.65 6.54)
i (6.65 (7.44
3.73
8 5.54 6.37
7.51 8.42 9.35
10.3 11.6
12.6
�- I 4 -day
(.80) (5.16 5.93) (592 6.82)
(6.96.8.04) (7.78 9.02) (6.61 10.0)
(9.46 -11.0) (10.6.12.5)
(11_5_13_6)
5.16 6.29 T.
8.43 9.41 10.4
11.4 12.8
14.0
7 -da 4 4.32
y (.04 -4.62)
(4.82 5_51) (5_88 6.72)- -7.68}
(7,84 - 8_99) (8.73 -10.0) (9.63 -11.1)
(10.5 -12.2) (11.8 -13.6 )
(12.8 -15.0)
10 -day
4.93
5.87
7.07
-(671
8.01 9.27
8.53) 988)
10.3
10.9)
[7113 .
12.3
(11.4 -13.1)
13.7
(12.6 14.6)
14.7
(13_5 15.8)
(4.63 5.26)
(5.50 6 26)
(6.62 -7.53)
(7.48 (8_64
(9.55
_12.0)
-
20 -day
6'60
7.80
9.23
[;.6
10.4 11.8
13.1
143
3.3 15_2)-
15.5
(14.4-16.6)
17.2
(15.8-18.3)
18.5
(17.0 19_8)
16_20_7.04)
(7 32:8.31)
5 9.84)
-12.7)
(12_F
-
-
14.1
15.3
16.6
1T 8
19A
20.7
30 -day
820
(7.72-8.72)
9.65
(908 -10.3)
11 2
(10.6 12.OJ
12 5
(11 7 13.3) (13.2 15.0)
(14 3_16.3)
(15.5- 17.6)
F1 61 19_0}
(18.0-20.8)_
(19.2 -22.1)
-F10
.5
12.3
14.1
15A
1.18.6
19.9
212
22.9
4
(11.6_ 13.0)
(13.3 14,9)
(14.6_16.3)
(16.3 18.2)
(17.5 19_6)
(18.8_21.1)
(19.9 22.5)
- -- -
(215-24.3)
-
F60-day
12.5
(11.9 13.2)
14.7
(13 9 15.4)
16.6
(15.7 17.5)
18.1 20.0
(17 1- 19.1) (19.0 21.1)
-
21.5
(20.3 22.7)
22.9
(21.6 24.1)
24.2
(22 8 25.6)
26.0
(24.4 27.5)
27.3
(25.6 28.9)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
,given duration and average recurrence interval) w ill be greater than the upper bound (or less than the low er bound) is 5 %. Estimates at upper bounds are not
checked against probable maximum precipitation (PIMP) estimates and may be higher than currently valid FW values.
Flease refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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PRE- DEVELOPMENT HYDROLOGIC
CALCULATIONS
KILDAIRE CROSSING
AWH -12050
M M
N'
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KILDARE CROSSING PRE' - DEVELOPMENT HYDROLOGY D PERRY, El
AWH -12050 Subbasin, IA 8/6/2013
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98_
61 _
55,
C
98
74
70
D
98
80
77
HSG'A'=
0%
HSG 'B' =
99%
I-SG'C'=
0%
HSG'D',=
1%
Cover Condition
SC_ S CN
Co_ mments
Im ervious
98
014
Open
61
Assume pod condition
Wooded
'55
Assume good condition
A. Onsite Impervious Breakdown
Contributing Area
A_ rea [sfJ_
Area jacresi
Building
6,145
014
Roads/Dnvewa s
0
000
Sidewalk
_0
�0 00,
Other
2,678
006
Totals,
8,823
020
B. Watershed Breakdown
Contributing Area
SCS.CN
Areas
Area acres
Comments
OnsiWun ervious
98 _
8,823
020
Onsite open
61
267,541
614 _
Assume ood',condttxon
Onsite wooded
55.
75,042
172
Assume good condition
Onsite pond
100
0
000
-
Offsrte un ervious
98
0
000
-
Offstte open
61
0
000
Assume good condition
Off ae wooded
55
0
000 , _
Assume good condition
Offsite 2ond
100
0
.000,
Total area =
Composite SCS CN =
% Impervious =
8'07 acres
00126 sq mi
61
2 5,°_/0
KILDAIRE CROSSING PRE- DEVELOPMENT HYDROLOGY D PERRY, E1
AWH -12050 Subbastn lA 8!6/2013
,C. Time of 'Concentration Information
Time,of concentration is calculated using the SCS Segmental Approach (7'R -55)
Segment l: Overland Flow
Length =
100
ft
Height =
1.5
8
Slope =
00150
ft/ft
Manning's n =
024
dense grasses
P (2- year /24 -hour) =
348
inches (Cary, NC)
Segment Time =
15.35
minutes
Segment 3: Channel Flow
Length =
210
ft
Height =
4'S
ft
Slope =
00229
ft/ft
Manning's n =
0 045
natural channel
FIoW Area =
9,00
sf (assume Y-x 3' channel)
Wetted Perimeter=
900
ft (assume Y x,3' channel),
Channel Velocity =
501
ft/sec
Segment Time =
0.70
minutes
Segment'2: Concentrated Flow
Length =
508
ft
Height =
392
ft
Slope =
00772
ft/ft
Paved ? =
No
Velocity =
448
ft/sec
Segment Time =
1.89
minutes
Time,ofiConcentration 17,94 minutes
SCS Lag Time = 1076 minutes (SCS Lag = 0 6* Tc)
Time Increment = 3 12 mmutes = 0 29 *SCS La
IQLDAME'CROSSING PRE- DEVELOPMENT HYDROLOGY D PERRY, El
AWH -12050 Subbastn 1B 8/6/2013
Assume:
HSG
Impervious_
Open
Wooded
A
98
39
30
B,
98
61
55
C_
98
_ 7,4
70
D
98
80
77
,HSG'A,' =
0%
HSG'B'=
99%
HSG'C'=
0%
HSG'D'=
1%
Cover Condition
SCS CN
Comments
Impervious
_ 98
-
en
61
Assume good condition
Wooded
55
Assume good,condihon
A. Onsite, Impervious Breakdown
Contributor Area
Area [stj
Area acres
Buildmg
281
001
Roads/Dnvewa s
0
000
Sidewalk
T 0
000
Other
1,807
004
Totals_
2,088
005
B. Watershed'Breakdown
Contributing Area
SCS CN
Area Jsfj
Area acres
Comments
Onsite up pervious
98
2,088
005
-
Onsiteo en
_ _ 61
250,339
5 -75
Assume ood condition
Onsrte wooded
55
15,866'
036
Assume ood condition__
Onsrte p ond
100
0
0 00
-
Offsite un ervious
98
0
0 00
-
Offsite open
61
0
000
Assume ood condition
Offs ite wooded
55
0 _ _
000
_Assumef ood condition
Offsite pond
100
0
0`00
Total area =
Composite -SCS CN =
% Impervious =
616 acres
0'0096 sq mi
61
08%
KILDAIRE�CRGSSING PRE- DEVELOPMENT HYDROLOGY D PERRY, EI
AWH -12050 Subbasin /B 8/6/2013
C. Time of Concentration Information
Time of concentranomis calculated using the SC &Segmental Approach (TR -55)
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
574
Height =
1.3
ft
Height =
292
Slope =
00130
ft/ft
Slope =
00509
Manning'syn =
0'24
dense grasses
Paved 9`
No
P,(2-year/24-hour) =
348
inches (Cary, NC)
Velocity =
364
Segment Time =
16.26
minutes
Segment Time =
2.63
Segment3: Channel Flow (Breached Pond)
Segment 4: Channel Flow
Length =
150'
ft
Length =
146
Height =
6
ft
Height =
105
Slope =
00400
ft/ft
Slope =
00719
Manning's n =
0 045
natural channel
Manning's n =
0 045
Flow Area =
100
sf (assume 1''x F channel)
Flow Area =
1100
Wetted Perimeter =
300
ft (assume F x P channel)
Wetted Perimeter =
100
Channel Velocity =
3 18
ft/sec
Channel Velocity =
427
Segment Time =
0.79
minutes
Segment Time =
0.57
Time of Concentration = 20`24 minutes
SCS Lag Time = 1214 minutes (SCS Lag = 0 6* Tc)
Time Increment 352 minutes (= 0 29 *SCS Lag)
ft
ft
ft/ft
ft/sec
minutes
ft
ft
ft/ft
natural channel
sf (assume F x F channel)
ft (assume 1' x'l "channel)
ft/sec
minutes
KILDAIRDCROSSING
AWH -12050
Assume:
PRE - DEVELOPMENT HYDROLOGY
Subbasin 2
HSG
Impervious'
Open
Wooded
A
98
39
30
B
98
61
55
_ C
98--
.,74
70
�D
98
80,
77
HSG'A' =
0%
HSG'B' =
100%
HSG`0 =
0%
HSG'''D' =
0%
Cover Condition
SCS CN
Comments
Impervious
98,
-
_ en _
61
Assume good condition
Wooded
55
Assume +good condition
A. Onsite Impervious�Breakdown
Contributing Area
Area Isl]
Area jacresl
�Buildmg
0
000
Roads/Dnvewa "s
0
0:00
Sidewalk i
0
woo
Other
0
000
Totals
,0
000
B. Watershed Breakdown
Contributing Area
SCS CN
Area [sf1
Area facrest
_ Comments
Onsite impervious
98
0
000
Onsite open
61
151,592
348
Assume, good condition
Onsite wooded
55
45,334
104
Assumes ood condition
Onsite pond
100
0
000
Offsite impervious
98
0
000
Offsite open
61
0
000
Assume good conditiori
Offsrte wooded
55'
0
&00
Assume goo&condition
Offsite pond
100
0
000
-
Total area =
Composite SCS CN =
% Impervious =
452 acres
00071 sq nu
60
00%
D PERRY, EI
8/6/2013
KILDAIRE CROSSING
AWH -12050
PRE - DEVELOPMENT HYDROLOGY
Subbastn 2
C. 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
ft
Length =
286
ft
Height =
35
ft
Height =
195
ft
Slope =
00350
ft/ft
Slope =
00682
ft/ft
Manning's n =
024
dense grasses
Paved 9 =
No
P (2- year/24 -hour) =
348
inches (Cary, NC)
Velocity .=
421
ft/sec
Segment Time =
10.94
minutes
Segment,Time =
1.13
minutes
Time of Concentration = 1207 minutes
SCS LagjTmme = ` 724 minutes'(SCS.Lag,= 0'6* Tc)
Time Increment = 210 minutes = 0,29 *SCS La
D PERRY, EI
8/6/2013
0
KILDAIRE "CROSSING PRE - DEVELOPMENT HYDRO_ LOGY D PERRY, EI
AWH -12050 Subbasin 3 8/6/2013
Assume:
HSG
Im_pervio_us
Open
Wooded_,
A
98
39
30
B
98
61
55
C
98
74
7,0 _
- D
98
'80
77
HSG'A'=
0%
HSG'B'=
100%
HSG 'C' =
0%_
HSG D'=
0%
Cover Condition
SCS CN
Comments
Impervious
98
004
Open
61
Assume good condition
Wooded
55
Assume good condition
A. Onsite Impervious Breakdown
Contributor Area
Area [st]
Area acres
Building
1,642
004
Roads/Dnvewa s
4;607
Oil
Sidewalk
0
000
Other
8,972
021
Totals
15,221
035
B. Watershed Breakdown
Contributing Area
SCS CN
Area4 s
Area acres
Comments
Onsrte,un ervious
98
15,221
035
-
Onsite open
61
262,941
604
Assume good condition
Onsite wooded
55
0
00-0
Assume good condition
Onside pond
100
0
000
-
Offsite un ervious
98
6,308
014
Offsite open
61 _
80,363
1 84
As "sume good condition
Offsite�wooded
55
469
001,
Assume good condition
Offsite pond
100
0
000
-
Total area,
Composite SCS CN =
% Impervious-,=
839 acres
0 -0131 sq mi
63
59%
KILDAIRE CROSSING
A WH -12050
PRE - DEVELOPMENT HYDROLOGY
Stibbastn 3
C. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment l: Overland Flow
248
ft
Length =
1'00
ft
Height =
2
ft
Slope =
0 0200
ft/ft
Manning's n =
024
dense grasses
P (2- year /24 -how) =
348
inches (Cary, NC)
Segment, Time =
13.68
minutes
Segment 3: Channel Flow
Length =
831
ft
Height =
3
ft
Slope=
00036
ft/ft
Manning's n =
0 045
natural channel
Flow Area =
900
sf (assume 3',x 3' channel)
Wetted Perimeter =
9'00
ft (assume 3' x 3' channel)
Channel Velocity =
199
ft/sec
Segment Time =
6.96
minutes
Segment 2: Concentrated Flow
D PERRY, EI'
8/6/2013
Length =
248
ft
Height =
125
ft
Slope =
00504
ft/ft
Paved v =
No
Velocity =
362
ft/sec
Segment Time =
1.14
minutes
Time,of Concentration = 21 79 minutes
SCS Lag Time = 1307 minutes (SCS Lag- 0 6* Tc)
Time Increment = 3 79 minutes (= 0 29 *SCS Lag)
a
KILDARE CROSSING PRE - DEVELOPMENT HYDROLOGY D PERRY, El
AWH -12050 Subbasin 4 8/6/2013
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74,
70
D,
98
80
77
HSG'A' ='
0%
HSG 'B' =
93%
HSG'C'=
0%
HSG 'D' =
76/6
Cover Condition
SCS,CN
Comments
Im ervious
98_______]_
-
O en
62
Assume ood condition
Wooded
57
Assume,-good condition
A. Onsite Impervious Breakdown
Contributing Area
Area [st] _1
, Area, latrisl
Building
1,877
004
Roads/Dnvewa s
0
0 00
Sidewalk
0
000 _
Oilier
4,596
011
Totals
6,473
015
B. Watershed Breakdown
Contributing Area
SCS CN -'---Area
Js
Area lacresl
Comments
Onsite impervious
98
6,473
015 _
Onsite open
62
667,947
1533
Assume good condition
Onsite wooded
57
636,534
1461
Assume good condition
Onsite pond
100
0
000
Offsite impervious
98
1 12,895
0,30
-
Offsite open
62
171,881
395
Assume good condition
Offsite wooded
57
489,687
1124
Assume good condition
Offsite pond
100
0
00-0
-
Total area =
Composite SCS CN =
% Impervious=
45 58 acres
0 0712 sq mi
59
10%
KILDAIRE CROSSING PRE - DEVELOPMENT HYDROLOGY D PERRY, El
AWH -12050 Subbastn 4 8/6/2013
C. Time of Concentration Information
Tune of concentration,is,calculated using the SCS, Segmental Approach,(TR -55)
Segment 1: Overland Flow
833
ft
Length =
100
ft
Height=
1
ft
Slope =
00100
ft/ft
Manning's n =
024
dense grasses
P (2- year/24 -hour) =
348
inches (Cary, NC)
Segment Time =
18.06
minutes
Segment 3: Channel Flow
2.64
minutes
Length =
705
ft
Height =
33
ft
Slope =
00468
fJft
Manning's n =
0 045
natural channel
Flow Area =
400
sf (assume 2'x 2' channel)
Wetted Perimeter =
600
ft,(assume Tx T channel)
Channel Velocity =
547
ft/sec
Segment Time,=
1.15
minutes
Segment 6: Channel Flow
Length=
833
ft
Height =
21
ft
Slope =
00252
ft/ft
Manning's n =
0 045
natural channel
Flow Area'=
900'
sf (assume 3' x 3' channel)
Wetted Perimeter =
900
ft,(assume Tx 3' channel)
Channel Velocity=
526
ft/sec
Segment Time =
2.64
minutes
Segment 1: ConcentratedtFlow
Length =
569
ft
Height =
36
ft
Slope =
00633
ft/ft
Paved 9—
No
Velocity =
406
ft/sec
Segment Time—
2.34
minutes
Segment 4: Channel Flow (Breached,Pond)
Length =
131
ft
Height—
1
ft
Slope =
00076
ft/ft
Tannings n,=
0 '045
natural channel
Flow Area—
100
sf (assume, F x F channel)
Wetted Perimeter =
300
ft (assume 1' x F channel)
Channel Velocity =
139
ft/sec
Segment Time =
1.57
minutes
Time,of Concentration = 2675 minutes
SCS LagTime = 1605 mmutes (SCS Lag = 0 6 "Tc)
Time Increment = 466 minutes (= 0 29'SCS Lag)
1
KILDAIRE CROSSING PRE- DEVELOPMENT HYDROLOGY D PERRY, EI
AWH -12050 Subbastn Unanalyzed° 8/612013
Assume:
HSG
Impervious
Open_
Wooded
A
98
39
30
B
98 _
61
�55
C,
98
74
70
_
D
98
80
77
HSG'A' =
0%
HSG 'B' =
49%
HSG'C' =,
0%
HSG D'=
51%
Cover,Condition
SCS C_N
Comments
Impervious
98
000
Open,
71
Assume good condition
Wooded
66
Assume�good condition
M N6
A. "Onsite Impervious Breakdown
Contributing Area
Area (st]
Area acres
Building
0
000
Roads/Dnvewa s
4,128
009
Sidewalk
0
0 00
Other
0
000 _
Totals
4,128
009
B. Watershed Breakdown
Contributing Area
SCS,CN_
Areas
Area acres
Comments
Onsite impervious
98
4,128
0_09
Onsite open
71
40,101
092
Assume good,condition
Onsite wooded
66
345,818
794
Assume good condor on
Onsite pond
100
0
000
Offstte impervious
98
,0
000
-
Offsrte,o en
74
0
0 00
Assume pod condition
Offsite wooded
66
0
000
Assume good condmon
Offsrte and
100
0
000
Total, area =
Composite SCS CN =
% Impervious =
895 acres
00140 sq mi
67
1 1%
KILDAIRE CROSSING
AWH -12050
PR_ E- DEVELOPMENT HYDROLOGY
Reach Data
REACH #1 - POA lA TO POA 1
Time -of concentratiomis calculated using the SCS Segmental Approach (T)q-55)
Segment 1: Channel'Flow
Length =
354
ft -
Height =
I 1
ft
Slope =
00311
ft/ft
Manning's n =
0^045
natural channel
Flow Area =
4,00
sf (assume 2'x 2' channel)
Wetted Perimeter =
600
ft (assume 2' x'2 "channel)
Channel Velocity =
445
ft/sec
Segment Time =
1.31
minutes
Time,of Concentration = 132 minutes
SCS Lag Time= 079 minutes (SCS Lag = 0 6* Tc)
Time Increment = 0 23` minutes'(= 0 29 *SCS Lag)
REACH #2 - POA 1B TO POA 1
Time, of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Channel Flow
Length =
130
ft
Height =
95
ft
Slope =
00731
ft/ft
Mannmg's n =
0 045
natural channel
Flow Area =
100
sf (assume 1' x 1' channel)
Wetted Perimeter =
300
ft (assume 1'-x 1' channel)
Channel Velocity =
430
ft/sec
Segment Time =
0.50
minutes
Time of Concentration = 050 minutes
SCS Lag Time= 030 minutes (SCS Lag = 0 6* Tc)
Time Increment = 009 minutes (= 0 29 *SCS Lag)
D PERRY, EI
8/6/2013
J McADAMS
Scenario: Pre- Development
.ire Crossing J Aldridge, PE
HWH- 12050 ppc 8/612013
McADAMS
Subsection; Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) W /s)
(years) (ac -ft)
Sub IA
Pre 1 year
1
0 216
735 000
143
Sub IA
Pre 2 year
2
0.376
732 000
331
Sub IA
Pre 5 year
5
0.676
732,000
676
Sub 1A
Pre 10 year
10
0.951
732 000
9.82
Sub 1A
Pre 25 year
25
1.3681
730:000
13.86
Sub 1A
Pre 100 year
100
2.108
730 000
20.33
Sub 1B
Pre 1 year
1
0 165
737 000
103
Sub 1B
Pre 2 year
2
0 287°
734 000
2.36
Sub 1B
Pre 5 year
5
0.515
734.000
481
Sub 16
Pre 10 year
10
0 725
732 000
700
Sub 1B
Pre 25 year
25
1043,
732.000'
9:94
Sub 1B
Pre 100 year
100
1 608
732.000
1462
Sub 2
Pre 1 year
1
0.110
731000,
080
Sub 2
Pre 2 year
2
0 196
729 000
2.02
Sub 2
Pre 5 year
5
0.358
728.000
420
Sub 2
Pre 10 year
10
0.508
727 000
6 19
pub 2
Pre 25 year
25
0.736
727.000
8.78
,ub 2
Pre 100 year
100
1 143
726.000
1293
Sub 3
Pre 1 year
1
0 268
738.000
189
Sub 3
Pre 2 year
2
0.450
735 000
389
,Sub 3
Pre 5 year
5
0.784
735.000
7.33
Sub 3
Pre 10 year
10
1.086
733 000
10.37
Sub 3
Pre_25'year
25
1.540
732 000
14.37
Sub 3
Pre 100 year
100
2.339
732'000
20 75
Sub 4
Pre 1 year
1
0 996
756.000
5 17
SubA
Pre,2 year
2
1811,
742.000
11 -.55,
Sub,4
Pre,S year
5
3 375
739,000
2538,
Sub 4
Pre 10 year
10
4 832
738 000
38 77
Sub 4
Pre 25 year
25
7 063'
738:000
5695
Sub 4 1
Pre 100 year
1001
11.0781
738.0001
86591
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 %s)
(years) (ac -ft)
POA 1A
Pre 1 year
1
0.216
735000,
1.43,
POA 1A
Pre 2 year
2
0.376
732 000
3.31
POA 1A
Pre 5 year
5
0 676
732000,
676
POA IA
Pre 10 year
10
0 951
732 000'
982
POA 1A
Pre 25 year
25
1.368
730,000
1386
POA IA
Pre 100 year
100
2 108
730.000
2033,
POA 1B
Pre 1 year
1
0.165
737 000.
103
OA 1B
Pre 2 year
2
0.287
734 000
236
.daire,Crossing J Aldridge, PE
AWk -12050 ppc 8/712013
L. � ..
Subsection: Master Network Summary
Node Summary
Label
'OA 1B
'OA 16'
'OA 1B
?OA 1B
'0A 1
'OA 1
'OA 1
'OA 1
'OA 1
'OA 1
'OA 2
'OA 2
'OA 2
'OA 2
'OA 2
'OA 2
'OA 3
'OA 3
'OA 3
'OA 3
IOA 3
'OA 3
'OA 4
'OA 4
'OA 4
'OA 4
'OA 4
'OA 4
daire Crossing
AWH -12050 ppc
Scenario
Pre 5 year
Pre 10 year
Pre 25 year
Pre 100 year
Pre 1 year
Pre 2 year
Pre 5 year
Pre 10 year
Pre 25 year
Pre 100 year
Pre 1 year
Pre 2year
Pre 5 year
Pre 10 year
Pre,,25 year
Pre 100 year
Pre 1 year
Pre 2 year
Pre 5 year
Pre 10 year
Pre 25 year
Pre 100 year
Pre 1 year
Pre 2 year
Pre 5 year
Pre 10 year
Pre 25 year
Pre 100 vear
Return
Hydmgraph
Time to Peak
Peak,Flow
Event
Volume
(min)
(ft3 /s)
(years)
(ac =ft)
5,
0.515
734 000
4.81
10
'0.725,
132,000;
700
25
1 043
732 000
9.94
100
1608
732.000
14.62
1
0 381
737.000
2.43
2
0 662
735 000
562
5
1 191
733 000
1151
10
1 675
733 000
1682
25'
2 410
732.000'
23.71
100
3 716
732.000
3480
1
0 110
731 000
080
Z
0.196
'729 000
2.02
5
0.358
728.000
4.20
10
0.508
727.000
619
25
0 736
, 727 000
878
100
1.143
726.000
12.93
1
0 268
738.000
189
2
0.450
735.000
389
5
0.784
735.000
7.33
10
1086
733.000
10.37
25
1.540
732.000
14.37
100
2 339
732 000
2075
1
0 996
756.000
5.17
2
1 811
742.000
11 55
5
3.375
739.000
2538
10
4.832
738 000
3877
25
7.063
738 000
56.95
100
11 078
738 000
86.59
J Aldndge, PE
8/7!2013
POST - DEVELOPMENT HYDROLOGIC
CALCULATIONS
IILDAIRE CROSSING
AWH -12050
O
V MMAS 1■ ANA&S 1 3 SIM I UMIAK
IOLDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN 'PE CFM
AWH -12050 Subbusin lA 4[4 /2014
(PSCSCURVE "NUMBERS s .SF &t+
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
_ C
-98' _
74
70
D
98
80
77
Assume HSG'A'= 0%
HSG'B'= 94%
HSG'C'= 0%
HSG D'= 6%
Cover Condition SCS CN Comments
Impervious 98
0 en I _ 62 Assume good condmon`
Wooded 56 Assume good condition
H OS,- , EVE,
A Onsite Impervious Breakdown
Contributing Area
# orUmts
Area / Unit
Area Isfl
Area jacresl
Lot Roof Area _
or Roof Area
4 75
3,'400
1 6,150,
_ 037
0 450
Lot Driveway
0
450
_ 0
000
0
,Lot Sidewalk
0
130 _
0
000
0
_ Lot Patio
10
_ 120
1,200
003
M
Building
<
Roadwi Area
0
000
0
Roadway Area
_
Driveway / Parkin Lot
0
000
is
Driveway / Parking Lot
_
Sidewalk'/ Patio
0
_ 000
_ 000
Sidewalk / Patio
Other
_
Phase'3 - Ousne open
0
000
000 _
Other
Phase 3 - Onsite wooded
0,
0
000
Assume ood condition
Totals
100
i 0
17 350
040
Offsne impervious
91
Contnbuting Area
# of Units
Area / Unit
Area Isfl
Area acres
_ 0
Lot Roof Area
_ 0
3,400
0
000__
'0 00
Lot Driveway 4`
'0
450
0
000
Lot Sidewalk
0
130
- 0
_ 000
r
Loi Patio _ _
0
120
0 _ _
000
m
m
_
Buddm _
0
000,
<
S
Roadway Area
0 _
000
tL
Driveway /Parkm Lot
_
0
000
Sidewalk / Patio _
0
000
Other
0
000 l
Totals
0
000
Contributmg Area
# of Units Area/Unit
Area sQ
Area acres
Comments
Lot Roof Area _
0 3,400
0 _
000
Lot
0 450
0
000
Assume ood condition
Lot Sidewalk
0 130 _
0
000
n
_ Lot Patio
0
120
0
000
m
to
Building
_
000
0
'000
<
Roadwi Area
_
Assume good condition,
0
000
it
Driveway / Parkin Lot
Assume good conditon
Phase 2 - Onsite poiid
0
_ 000
000
Sidewalk'/ Patio
Phase 3 - Onsif im er'vmus _
01-
_ 000
000
Other
_
Phase'3 - Ousne open
1 0
0 00
000 _
Torals
Phase 3 - Onsite wooded
0,
0 00
B Watershed Breakdown
Contributme Area
SCS CN
A7rea lsfl
Area facresf
Comments
Phase'] - Onsite impervious
98
17,350 _
040
Phase 1 - Onsite open
62
34,783
080
Assume ood condition
Phase 1 - Onsite wooded
56
35,356
O 81
Assume ood'condition
_ Phase I - Onsite and
100
__ 0
000
_
_ Phase 2 - Onsite impervious
98
_ 0
000
_
_ Phase 2 - Onsite open
62
_ 0
000
Assume good condition,
Phase 2 - Onsite wooded
56
0
000
Assume good conditon
Phase 2 - Onsite poiid
100
0
000
Phase 3 - Onsif im er'vmus _
98
0
000
_
_
Phase'3 - Ousne open
62
0
000 _
Assume good condition
Phase 3 - Onsite wooded
56
0
_ 000
Assume ood condition
Phase 3 - Onsite podd
100
i 0
_ 000
Offsne impervious
91
0 _
000
_ Offsne open
62
_ 0
000
Assume Sood condition
Offsne wooded
56
0 _
'0 00
Assume good co6dmon_
Offstte pond
100
0
000
Total area = 201 acres
00031 sq mi
Composite SCS CN = 67
% Impetuous = 00%
KILDAIRE CROSSING' POST DEVELOPMENT HYDROLOGY - DESIGN I ALLEN,, PE, CFM
AWH -12050 Subbasin IA 4/14/2014
C Time of Concentration Information
Time ojconcemmnon is assumed to be 5 minutes
Time of Concentration = 500 minutes'
SCS Lag Time = 300 mmutes (SCS Lag = 0 6' Tc)
KB,DABdE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN, PE, CFM
AWH -12050 Subbasin IB -lo SWMFA 4%14/2014
- HSG
Impervious
Open
Wooded
_ A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume HSG'A' =
0%
Area / Unit'
HSG'B' =
100%
Phase I - Onsite impervious
HSG'C' =
0%
3 400
HSG b',=
0%
1
Cove4Condibon
SCS CN
Comments
Impervious
98
_
Open
61
Assume goodwndition
Wooded
55
Assume good condition
A. Omite Impervmus Breakdown
_ Contributin %Area
M of Units
Area / Unit'
Area Isfl
Area acres
Phase I - Onsite impervious
Lot Roof Area
5475
3 400
186,150
4'27
Lot Dnveway
62
450
27,900
0 64
0
Lot Sidewalk
62
130
8,060
019
r
Lot Patio
48
120
5,760
013
rn
'Buddiii
-
70,135
1,251
-'003
S
Roadv+ay Area
0
-
11 1 817 _
257
d
Dnveway / Parking Lot
-
15,393
031
0
Sidewalk / Patio
_
_ 26,216
060
000
_Other
Phase 3-- Onsite wooded
-
15,999
037
r
Totals
'I00 t
0
398,546
'915
Offsne impervious
98
Contnbutwi Area _
_ # of units
Area /Unit
Area an
Area acres
0
Lot Roof Area
950
3,400
32,300
074
0 00
LofDnvewiy
9
450
4,050
009
Lot Sidewalk
9
130 _
1 170
003
N
_ Lot Patio
13
120
1,560
004
q
Buddin g
-
-
0
000
Roadway Area
-
_ e
7,443
017
6.
Dnvewa / Puking Lot
0-
000 _
Sidewalk'/ Patio
1,255 r
003
Other
0
000
Totals
-
47,778
110
Contributing Area
0 of Units
_ Area LUmt
Area (sq
Area acres
Phase I - Onsite impervious
Lot Roof Area
000 1
3,400
0
000
Lot Dnveway
0
450
0
000
0
Lot Sidewalk
01
130
0
000
r
Lot Patio
0'
120
0
000
w
y
Building
70,135
0
000
S
Roadway Area
0
000
0
000
16
Dnvewa / Parkin - Lot
000
—0
�0 00
0
Sidewalk /Patio
_
0
000
000
_ Other
Phase 3-- Onsite wooded
55 _
0
0 00
Assume good condmon
Totals
'I00 t
0
0
000
B Watershed Breakdown
Contributing Area
Areas
Area acres
Comments
Phase I - Onsite impervious
398,546
9 15
Phase 1 - Onsite open
461 665
10 60
Assume ood condition
Phase 1 - Onsite wooded
Z61
0
0 00
Assume ood condition
Phase I - Onsite and
26,704
0 61
Phase 2 - Onsite impervious
47 778
1 10
Phase 2 - Onsite o en
70,135
161
Assume good condition
Phase 2 - Onsite wooded
55
0
000
_ Assume good condition
Phase 2 - Onsite pond
100
0
000
Phase 3 - Onsite tin pervious
98
0
Phase 3 - Onsite open
61
0
000
Assume go6d condition
Phase 3-- Onsite wooded
55 _
0
000
Assume good condmon
Phase 3 - Onsife pond
'I00 t
0
000
Offsne impervious
98
0
000
Offsite open
_ 61 _
0
000
Assume good condmon
Offsite wooded
55
'0
0 00
Assume` good condition
Offsite pond
100
0
000
Total area = 2307 acres
00360 sq mt
Composite SCS CN = 78
%'Impervious 48%
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN, PE, CFM
AWH -12050 Subbastit IB - to SWMFA 4/14/2014 "
C Time of Concentration Information
Time ojconcentratnon is assumed to be 5 minutes
Time of Concentration = Soo minutes
SCS Lne,Tune = 300 mmutes'(SCS'Lag = 0 6* Tc)
Time Increment = 087 minutes (= 0 29'SCS Lag.)
IQLDAIRE CROSSING, POST DEVELOPMENT HYDROLOGY - ,DESIGN t ALLEN, PE, CFM
AWH -12050 Subbasin !B - Bypass 4/14/2014
rz SCS"GU�tVE 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%
HSG ,'B'= 93%
HSG'C'= 0%
HSG'D'= 7%
Cover Condition _ SCS CN _ Comments
Im em6us _ _ 98
O en 62 Assume good condition
Wooded' 57 Assume good conditto6,
11.:P,OST,;DEVELOPMEN'1'
A. Onsite Impe -mus Breakdown
Contributing Area
# of Units
Area / Unit
Area jsQ
Comments
Phased, - Onsite impervious
Lot Roof Area
0 75
3,400
2,550Lot
Phase 1 - Onsite open
62
Driveway
0
450
0
57
4,453
Lot Sidealk
0
130
0
0
000
Lot Patio
1
120
120
000
Buildmg
62
0
0
EOO
Phase 2 - Onsite wooded
Roadway Area
-
000
0
Phase 2 - Onsite pond
tL
Dnvewa / Parkin Lot
000
0
98
0
Sidewalk / Pauo
t
0
0
000
Other
Phase 3 - Onsite wooded
0
000
Assume good condition
Totals
-
0
2,670
_
Offsdeim ervtous
98
0
000
Contributing Area
It of Units
Area / Unit
Area [sl]
Area acres
Assume good condition'
Lot Roof Area
0—
3,400
0
000
Offstte pond
Lot Dnveive
0_
450
0
000-
Lot Sidewalk
0
130
0
_ 000
r
k Lot Patio
0
120
0_
000-
m
Budding
0
000
_ Roadway Area
-
0 _
000
4
_ Driveway '/ Puking Lot
0'
0 00
Sidewalk / Patio
_
0
000
Other
-_
0
000
Totals
-
'0
000
Contnbunn Area
# of units
Area / Unit
Areas
—_ Lot Roof Area
0
3,400
- 0
_ Lot Driveway
0
450
0
Lot Sidewalk
'0
130_
0
T'OOO
vi
Lot Patio
0
_ 120
0
Building
_
Q
Roadway Area
___ _
-
0
a.
Driveway /Parkm Cot
0
Sidewalk /Patio
_—
0
000_
Other
-
0
0 00
Totals
-
0
,000
B Watershed Breakdown
Contributing Area
SCS CN
Area Isn
Area lacresl
Comments
Phased, - Onsite impervious
98
2,670
006
"
Phase 1 - Onsite open
62
22,797
052
Assume good condition
Phase 1'- Onsite wooded
57
4,453
010
Assume good condition
Phase 1 - Onsite pond'
1 100
0
000
Phase 2 - Onsite impervious
98
0-
000
,Phase 2 - Onsite open
62
0
000
Assume good condition
Phase 2 - Onsite wooded
57
_ 0
000
Assume ood condition
Phase 2 - Onsite pond
100
0
000
Phase 3 - Onsite impervious _
98
0
000
Phase 3 - Onsite open
62
0
000
_ Assume good condition
Phase 3 - Onsite wooded
57
0
000
Assume good condition
Phase 3 - Onsite pond
100
0
000
_
Offsdeim ervtous
98
0
000
_ ,Offsne o en
62
0
_ 000
Assume good condition'
Off tte wooded
57
0
000
Assume good condition
Offstte pond
100
0
000
Total area = 069 acres
00011 sq mt
Composite SCS CN = 65
%impervious = 00%
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN
AVIH -12050 Subbasin IB- Bypass
,C Time of ConcentratiomInformation
Time of— entraaon is assumed to-be 5 minutes
Time of Concentration = 5 U0 , mnutes
SCSl.ag Time = 300 minutes (SCS Lag = 0 6' Tc)
Time Increment = 087 minutes f= 0 29'SCS Laal
1' AL'L'EN, PE CFM
4/1'4/2014
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN
AWH -12050 Subbuttn 1
f
Assume
HSG
Impervious
Open
Wooded
A
98
39
30
B i
-�98
61 _
55
C
98
74
-70
D
98
80
77
HSG'A'= 0%
HSG;B'= 100%
HSG'C = 0%
HSG ,'D'= 0%
Cover Condition SCS CN Comments
Impervious_ 98 _
_
Open 61 1 'A— ssume'good condition
Wooded 55 1 Assume good condition
dyO�ST -'DEVEL'OPMENT
A Onsite Impervious Breakdown
Contributing Area
4 of Units
Area /Unit Area Isf]
Area acres
Comments
Lot Roof Area
0
3 400 _ 0
000
Lot Dnveway
0
450 0
000
Assume good condition'
Lot Sidewalk
0 _ _
130 0
000
Asstime good condmon _
Lot Patio
0
120
0
_
Bmldmg
0
0`00 _
S
Roadway'Aiea
-
-
0
000
a
DmJeway / Parkin j Lot
_
0 _ _
_ 000
Sidewalk /,Paso
0 _
000
Other
0
000
Totals
o
000
Contributing Area
4 of Units=
Area / Umt
Area �.,
Area acres
Lot Roof Area
0
3 400
0
000 _
Lot Dnvew i "
_
0
450
0
000 _
Lot Sidewalk
0
130
0 - _
000
_ Lot Patio
0
120
0
000
y
Building
_
0 _
_
000
S
Roadway Area
0
000
a
Drivewa / Parking Lot
0
000
Sidewalk / Patio
-
0
000
Other
0
000
Totals
0
0 00
Contributing Area
4 of Units
Area hunt
Areas
Area acres
Lot Roof Area
0
_3,400 _
0
0 w
Lot Driveway
0 _
,450
0
000
Lot Sidewalk
0 _
130
0
000
e�
Lot Patio _
0
120
0
000
W
Bwldm _
0
000
z
Roadway Area
-
-
0
- 000
a
Driveway / Parking Lot
0 _
000
Sidewalk / Patio
0 _
0 00,
Other
_ 0
000
Totals
0
000
B Watershed Breakdown
Contributing Area S
SCS CN A
Areas I
I Area [acres], C
Comments
Phase I - Onsite impervious 9
98 _
_ 0 _ 0
000
Phase 1- Onsite open `
`61 _
_ 17,951 1
1 _ 041 A
Assume good condition'
Phase 1 - Onsite wooded 5
55 _ 1
11,660 0
0 27 A
Asstime good condmon _
Phase 1 - Onsue pond _ 1
100 0
0 0
0 00
_
Total area = 091 acres
00014 sq mi
Composite SCS CN = 59
% Impervious = 00%
3 ALLEN PE, CFM
4/14/2014
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN I ALLEN, PE, CFM
AYM -12050 Subbasinm 2 4114 /z014
C Time of Concentration Information
Time ojcancentration is assumed to be S minutes
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6" Tc)
Time Increment = 087 minutes (= 0 29•SCS'La¢)
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN, PE, CFM
AWH -12050 $ubbasin 3 4/14/2014
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
Q
98
74
70
D
98
80
77'
Assume HSG'A'= 0%
HSG B'= 100%
HSG'C'= �0% _
HSG'D' =' 0%
_ Cover Condition SCS CN _ Comments
_ Impervious 98
Open 61" _ Assume good condition
Wooded 1 55 Assume good condition
A Onsite Impervious Breakdown
Contributing Area 14 ofUmts
Area / Unit
Area Isn
Area, acres
Comments
Lot Roof Area 1 75
3,400
54950
_ 014
Lot Driveway 0
450
0
000
Assume good condition
Lot Sidewalk 0
'130
_ 0,
000
Assume good condition
- Lot Patio 3
120 _
360
001
y
_ Building
' 98
0 _
000
S
Roadway A
Area
-
12,945
030
a.
_
Dnveway / Parking Lot _
_
0
0 00
Assume ood'condition
Sidewalk / Patio A _
100
2,631
006
_
Other - i
98
0
212
Totals I
i 61' _
21,886
050
Assume' ood condition
Phase 3 - Onsite wooded
Contributing Area B # of Units
Area / Unit
Area JsQ
Area jac6esj
Phase 3 - Onsite pond
Lot Roof Area ' 0
3,400
0
000
OMae im ervious _
Lot Drivewe 0
450
0
'0 00
Offsite o �en _
Lot Sidewalk 0
130
0
'000
r
_ Lot Patio 0 0 _
120
0
000
h
Budding
0
0
'000 _
Q
S
Roadwa -Area
0
z0 00'
sL
Dnv"eway /Parking Lot
0
_ 000
Sidewalk / Patio
0
0 00
Other 0
0
000
Totals
0
000
Contributing Area # of Units Area / Unrt
Area sQ
Area acres
L"ot Roof A?ea
0 3 400
0
_0 00
'Lot Dnvewa _
0 450
0
_000
L6t Sidewalk
0 130
0
_ 000
wi
Lot'Patio
0
120,
_ �0
000
y
Budding
+
-
0
000
<
Roadway Area -
-
0
000
s
Drive" / Parking Lot d
0
000
Sidewalk/Patio 9
_ 0
_
000
Other 1
0
000
Totals _B
0
000
B Watershed Breakdown
Continbutrn Area
SCS CN
Area Isn
Area acres
Comments
Phase 1 - Onsite impervious
98
21,886
050
Phase h- Onsite open
61
46 424
1107
Assume good condition
Phase I`- Onsite wooded
55
0
000 _ _
Assume good condition
Phase lr Onsite pond
100,
0
000
Phase 2 - Onsite'impervious-
' 98
0
_ 0 00
Phase 2 - Onsite open
61
0
000
Assume good condition
_ Phase 2 Onsite wooded
55,
0 _
000
Assume ood'condition
Phase 2 Onsite and
100
0
000
_
Phase 3 --Onsite im ervious
98
0
212
'Phase 3 - Onsite open
i 61' _
0
060
Assume' ood condition
Phase 3 - Onsite wooded
55
0
000
Assurnigood condition
Phase 3 - Onsite pond
_ 100
0
000
OMae im ervious _
_ '98
6,870
016
_
Offsite o �en _
61
79,499
1 83
Assume good condition
Offsae wooded
55
469
0 01
_ Assume good condition
_
Offsne pond -
100
0
f 000'
Total area =
3 56 acres
00056 sq mi
Composite SCS CN =
68
% Impervious =
44%
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOG_ Y - DESIGN I ALLEN, PE, CFM
AWH -12050 Subbasm 3 4/14/2014
C Time of Concentration Information
Time ojconcentration is assumed to be 5 minutes
Segment I Overland Flmv
Segment 2 Concentrated Flow
Length =
100
ft
Length = 260
ft
Height=
2
ft
Height= 8
ft
Slope =
00200
H/ft
Slope = 06308
ft/ft
Manning's n =
0 24
dense grasses
Paved o = No
P(2- year /24hour)=
3'48
inches (Cary, NC)
Velocity = 2'83
ft/sec
Segment Tome =
1368
mrnuta
Segment Time = 153
minutes
Segment 3 Channel Flow
Length =
259
ft
Height =
1
ft
Slope=
00039
ft/ft
Manning's n =
0 045
natural channel
Plow Area =
900
sf (assume T x T channel)
Wetted Perimeter =
900
ft (assume 3' x 3' channel)
Channel Velocity =
206
Mac
Segment Time =
210
minutes
Time of Concentration-- 1731
minutes
SCS Lag Time= 1039
mmutes(SCS Lag = 06•Tc)
Time Increment = 3 01
minutes (, 0 29lSCS Laa)
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN, PE, CFM
AWH -12050 Subbasln a - to SWMFB 4/1 746014
HSG
Impervious
Open -
Wooded
A
98
39
30
B
98
61
55
C
96
74
70
D
98
80
77
Assume HSG,'A' = 0%
HSG B'= 92%
HSG'C'= 0%
HSG D'= 8%
Cover Condition SCS CN Comments
Im ervion 98 _
Open 63 Assume good condition
Wooded ,57 Assume good condition
A. Onsite Impervious Breakdown
Contrifinting Area
N or Units
Area / Unit
Area [sf[
Area [acres]_
Phase I - Onsite impervious
_ Lot Roof Area
0
3,400
0
000 _
63
_ Lot Drivewiiy
0
450
0
000
0
Lot Sidewalk
0
130
0_
-000
000
Lot Patio
0
120 _
0
000
Building
-
— -
0
000
1y
Roadway Area
-
-
1 6991
004
n.
Driveway / Parkin Lot,
033
-
0
000
11,184
Sidewalk-/ Patio
Phase 3 - Onsite open
206
000
009
Other
Phase 3 - Onsite wooded
57 1
0
000' a
Assume good condition
Totals
-
0
1,905
004
Offstteimpervious
98
0
Contributing Area
N of Units
Area / Unit
Area [an
Area acres
000
Lot Roof Area
24
_ 3,400
181,600
1 87
Assume ood condition
Lot Dnvewa
32
450
14,400
033
Lot Sidewalk
32
130
4,160
010
«
Lot Patio
-14
120
1,680
004
m
_ Building
0
000
_
Roadway "Area
=
59,282
136
46
/ Parkm Lot
0
900--.
Pat
14,130
032
Other,
-0
000
Totals
1
175,252
402
_ Contrilinting Ana
N of units
Area / Unit
Ana Isn
Area acres
_ Lot Roof Area
0
3 400
A
_ 000 _
Lot Driveway
0
450
0—
000
Lot Sidewalk
0
_ 130
0
000
Lot Patio
-0
120
0
000
M
Build m i
0
000
Roadway Area
=
-
8,110
019
d
Driveway / Parking Lot
0
000
Sidewalk / Patio
3,074
007
_ Other
0
_0 00
T tals
11 184
026-
B Watershed Breakdown
Contributing Area
SCS CN
Aria [sfl
Area lacresl
Comments
Phase I - Onsite impervious
98
1,905 _
004
Phase 1 - Onsite open
63
857 _
002
Assume good condition
Phase I - Onsite wooded
57
0
000
Assume good condition
Phase 1 - Onsite and
100
0
000
Phase 2 - Onsite impervious
98
175 252
402
Phase 2 - Onsite open
63
193,489
444
Assume good condition
Phase 2'- Onstte wooded
57
0
000
Assume ood condition
Phase 2 -Anne pond
100
14,233
033
Phase 3 - Onsite impervious
98
11,184
026
Phase 3 - Onsite open
63
3,915
009
Assume good condition
Phase 3 - Onsite wooded
57 1
0
000'
Assume good condition
Phase 3 - Onsite pond
100
0
000
Offstteimpervious
98
0
000
Offsite open
63
0
000
Assume good condition
Offsite wooded
57
0
000
Assume ood condition
Offsite and
'100
0
000
-
Total area =
920 acres
00144 sq tai,
Composite SCS CN =
81
% Impervious =
437%
KQ:DAQ2E CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN, PE, CFM
M44-12650 Subbastn 4 -to SWMFB 4/14/2014
�C Time of Concentration Information
rime ofconcentranon is assumed to be S minutes
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6' Tc)
KILDA❑2E CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN, PE, CFM
AWH -12050 Subbasm 4 - Bypass I 4/14/2014
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume HSG'A'= 0%
HSG'B' = 92%
HSG'C' = 0%
HSG'D' = 8%
Cover Condition SCS CN _ Comments_ _
Im ervious 98
Open 63 -'Assume good condition
Wooded 57 Assume good condition
A Onsite Impervious Breakdown
Contributing Area
# of Units
Area / Unit
Area [an
Area acres
Phase 1 - Onsite impervious
Lot Roof Area
0
3,400
0
- 000
63
Lot Dnveway
0
450
0
000
0
Lot Sidewalk
.0
130
0
000
. 000
Lot Patio
_ 0 �
120
0
000
B.,Id,ng
63
42'990 _
0
'O 00s
Phase 2 = Onsite wooded
Roadway Area
32'670
075
0
000,
iL
Driveway / Parking Lot
000
_ 0
000
_ 7,280
Sidewalk /Patio
_
0
000
1 24
Other
Phase 3--- Onsite wooded
_ _
0
000
Assume g6od condition _
Totals
100
0
0
000
Offstte impervious
98
Contributing Arcs
# of Units
Area / Unit
Area [sq
Area acre
0
Lot Roof Area
05
3 400
1,700
004_ _
000
Lot Driveway
0
450
0
000'
Lot Sidewalk
0
_ 130
0
000
r
Lot Patio
0
120
-0
000
W
en
Building
_
0
000
=
Ro ,,v a Area
-
_
-
0
000
d
Dnvewa6 / Parking Lot _
-
0
000
Sidewalk /Ps
0
000
Other
0
000
Totals
1,700
004
Contnbuun'Area
# ol"Umts
Area / Unit
Areas
Area acres
Lot Roof Area
2
3,400
6,800
016
Lot Driveway
0
450
0
000
Lot Sidewalk
0
130
0
000
M
Lot Patio
4
120
480
001
m
Building
-
000
Roadway Area
- -
.0
000
ts.
Dnvewa / Pa3kifig Lot
0'
000
Sidewalk / Patio
_
0
000
Other
0
000
Totals
7,280
017
B. Watershed Breakdown
Contributing Area
SCS CN
Area [sn
Arealacresl
Comments _
Phase 1 - Onsite impervious
98
0
000
Phase 1= Onsite open
63
0
000
Assume g7ood condition
_ Phase 1 - Onsite wooded
57
0
000
Assame good condition -
Phase 1 - Onsite pond 1
100
0
. 000
Phase 2 = Onsite impervious
98
1 700
_ 004
Phase 2-- Onsite open i
63
42'990 _
099
Assume good-condition
Phase 2 = Onsite wooded
57
32'670
075
Assume good condition
Phase 2 - Onsite pond
100
0
000
Phase 3 - Onsite im ious
98
_ 7,280
017
Phase 3 - Onsite "o en
63
54,022
1 24
Assume good condition
Phase 3--- Onsite wooded
57
135,137
3 10
Assume g6od condition _
Phase 3 .Onsne pond
100
0
0`00
Offstte impervious
98
0
'0 00
_
Offsa o en
63
0
000
Assume good condition
Offsite wooded
57
0
000
Assume good condition
Offsite pond
100
0
0`00
Total'area = 629 acres
00098 sq mi
Composite SCS CN = 60
% Impervious = 06%
KB-DAIRE CROSSING POST DEVELOPMENT HYDROLOGY- DESIGN 3 ALLEN, PE CFM
AWH -12050 _ Subbasin 4 -to SWMFC 4/14/2014
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
X98
74' _—
70
D
98
80
77
Assume HSG'A'= 0%
HSG,'B'= 92%
HSG'C' = 0%
HSG D'= 8%
Cover Condmon SCS CN Comments
Imp ermiis _ 98 -
Open 63 Assume good condition
Wooded - 57 Assume good condition
11 ST,DEVELOPMENT �r
A_ Onsite, Impervious Breakdown
Contiributing Area
_ k of units
Area / Unit
Area sQ
Area acres
Phase 1 - Onsite impervious
Lot Roof Area
0
3,400
0
000
63
Lot Dnveway
0
450
0
000
0
Lot Sidewalk
0
130
0
000
n
Lot Patio
0
120
0
000
in
Building
63
-
0
000
96 6
Roadway Area
-
-_
_ 0
000
' Wi
Dn%ewa / Parking Lot _
-
_
0,
000
116253
Sidewalk / Patio
Phase 3 - Onsite open
0
0 00
301
Other _ _
Phase 3 - Onsite wooded
57
0
000
As- sume`ood condmon
Totals
100
-
0
000
Contnbutmg Area
M of units
Area / Unit
Ana Isfl
I Area acres
Phase 1 - Onsite impervious
Lot Roof Area
0
3,400 _
_ _ 0
0 00
63
Lot Dnvewa
0
450
0
000
0
Lot Sidewalk
0
130
0
000
n
Lot Patio
0
120
0
000
y
Building
63
-
0
000
Phase 2 - Onsite wooded
Roadway Area
-
-
0
000
' Wi
Dnvewa / Parkin Lot
-
-
0
000
116253
Sidewalk / Patio
Phase 3 - Onsite open
0
000
301
Other
Phase 3 - Onsite wooded
57
_ 0 _
0 00 -
As- sume`ood condmon
Totals
100
7,395_
0
000
Offsite im etvtous
98
Contnbuti Area
4 of Units
Area / Unit
Area [sfl
Area acres
54,448
Lot Roof Area
165
3 400
56 100
1 29
1 58
Lot Driveway
22
450
9 900
523
Lot'Sidewalk
22
130
_ 2,860
007
m
Lot Patio
11
120_
1,320
003
q
Bwldm "
-
0
000
Roadwa Area
-
34,914
080
d
Dnve%6a / Parking Lot
_
0
000
Sidewalk/Patio
1 ];159
026
Other
0
000- _
Totals
116,253
267
B Watershed Breakdown
Contiributing Area
SCS CN
Areas
Area acres
Comments
Phase 1 - Onsite impervious
98
0_—
000
-
Phase 1 - Onsite open
63
0 _ _
000
Assume good condition
Phase 1 - Onsite wooded
57
0
000
Assume good condition
Phase I - Oasne- and
100
__0
0 00
_
_ Phase 2 - Onsite impm —mus
98
_ 0,_
000
-
Phase 2 - Onsite open
63
+0 _
000
Assume good condition
Phase 2 - Onsite wooded
57
,0
000
Assume good condition
Phase 2 - Onsite pond,
'100
0
000
Phase 3 - Onsite un e-ious
98,
116253
2 67
Phase 3 - Onsite open
63
130,986
301
Assume oo`d condition
Phase 3 - Onsite wooded
57
0
000
As- sume`ood condmon
Phase 3 - Onsite pond
100
7,395_
017
Offsite im etvtous
98
0
000
Offsite'o pen
63
54,448
_ 125
Assume good condition
Offsne wooded
57
68 632 _
1 58
Assume good condition
Olfsite and
100
0
000
Total area = 86 7 acres
00135 'sq mi
Composite SCS CN = 173
% Impervious= 00%
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN, PE, CFM
AWH;12050 Subbasin 4 -to SWMFC 4/14/2014
C Time of Concentration Information
Time ojconcentranon is assumed to be 5 minutes
Time of Concentration = 5 W minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6` Tc)
Time Increment = 087 minutes (= 0 29•SCS Lae)
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN 3 ALLEN, PE, CFM
AWH -12050 - 4/14/2014
Subliastn J - Bypass2
HSG
,Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume HSG'A'= 0%
HSG'B'= 92%
HSG'C'= 0%
HSG'D'= 8%
Cover Condition SCS CN Comments>
Im ervious 98
Open 63 Assume good condition`
Wooded 57 Assume good condition
A Onsite Impervwus Breakdown
Contiributing Area
4 of Umts
Area / Unit Area IsQ
Area acres
Comments
Lot Roof Area
0
3,400 0
000
Lot Driveway
0
_450 0
000
Assume good condition
Lot Sidewalk
0
130 0
000
Assume goodconilitida
Lot Patio
0
120 0
000
m
Building
98
0
000
=
Roadway Area
63
0
0 00
a.
Driveway / Puking Lot
11
0
0-00-
Assume good condni6ii
Sidewalk / Patio
_ _ 0— __
_ 000
Other
98
_ 0_
000
-
Totals
63
j 0
000
Assume good condition
-Phase 3 - Onsite wooded
Contributing Area
4 of Units
I Area GUnd Area Isn
Area acres ,
Phase 3 - Onsite pond
Lou Roof Area
7
3,400 23 800 _
_ 055
Offsite impervious
Lot Driveway
0
"450 f _ 0 _ _
_ X000 "
Offsite o en
Lot Sidewalk
0
130 0 _
-000
i
Lot Patio
14
120 ,1,680,
'004 _
I,Wi„
Budding
-
' 0
000
Roadwa y Area
0,
000
�CL ,
Dnvewa /Parkin Lot
j 0
000
Sidewalk /Patio
0
-000
Othe-r
0- -
000
'Totals
25,480
058
Contributing Area
9 of Units
Area / Unit Area sQ
Area acres
Lot Roof Area
3 5
31400 0 11,900
027
Lot Driveway
0
450 0
000
Lot Sidewalk
0
130 0
0 00
M
Lot Patio
7
120 _ _ 840
0 02
rn
Building
0 _
— 000
S
Roadway Area
-
0 -
0 00
a
/ Parking Lot
j 0
000
,_Driveway
Sidewalk /Patio
0
000
Other
1 0
0 00
Totals
12 740
029
B Watershed Breakdown
Contributing Area
SCS CN
Areas
1 Area acres
Comments
Phase 1 - Onsite impervious
98
0
000
_ Phase 1 - Onsite open
63
0
02 2
Assume good condition
Phase I - Onsite wooded
57
0
6..
Assume goodconilitida
Phase 1 - Onsite pond
100
0
000_
Phase 2 - Onsite impervious
98
25 480
058
Phase 2 - Onsite open
63
44,975
1 03 _
_ Assume good'condition
Phase 2 - Onsite wooded
11
0
000
Assume good condni6ii
Phase 2 - Onsite pond
100
0
000
Phase 3 - Onsite im ervious
98
12 740
029
-
Phase 3 Onsite open
63
102,392
235
Assume good condition
-Phase 3 - Onsite wooded
57
59,985
1 38
Assume` o`od condition
Phase 3 - Onsite pond
100
0
000
-
Offsite impervious
2'
0
000
Offsite o en
6T
160 436
368
Assurne good condition
Offsite wooded
57
391,254
898
Assu`me`good condnion
Offvte pond
100
01
1 000
Total area = 1830 acres
00286 sq an
Composite SCS CN = 61
% Impervious = 32%
KILDAIRE CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN J ALLEN, PE, CFM
AWH -12050 Subbawn Unanalyzed 4114/2014
';SCS CURSE �R'UMBER'S�`X�';M_',- '` -.-_3 lir
HSG
Impervious
Open
Wooded
A___ _
98
39_ _ _
30
B
98
61'
55
C
98
74
70 _
D
98
80
77
Assume HSG'A'= 0%
HSG'B'= 51%
HSG'C' = 0%
HSG'D'= 49%
Cover,Condition SCSCN Comments
Im ervious 98
O en 70 Assume good condition
Wooded 66 Assume good condition
A Onsite Impervious Breakdown
Contnbutn 'Area N of Units
Area/ Unit
Area Isn
Area jacrisj
Comments
Lot Roof Area 0
L400
0
000
Lot Driveway 0
450
0
000
1 Assume good conduton
Lot Sidewalk_ _ _ 0
__130__ __
0
0 00
Assume good condition
Lot Patio 0
( 120
0
000
V)
Building
98
0
000
<
S
Roadway Area
f
9 431
022
a
Driveway / Parking Lot
66
0
000
Assume good condition
Sidewalk / Patio e
100
1 926
0'04
Othei Y
98
0
,000
Totals
11,357
026
Assume good condition
Phase 3 - Onsae wooded
Conti ibuting Area 4 of Units
Area / Unit
Area Isfl
Area acres
Phase 3 - Onsite pond
Lot Roof Area e 0
3,400
0
000
Offsite impervious
Lot Driveway 0
450
0
000
Offsite open _
Lot Sidewalk 0
130
0
000
r
Lot Patio 0
{ 120
0
000
y
B`uildmg
0
0
000
a
5
Roadway Area
-
0
000
a
Dnvewa / hirking Lot
0
0 00_
Sidewalk / Patio _
- _ _
0
0 00
Other
0
000 _
Totals
0
000
Contrib'uting Area 4 of Units
Area / Unit
Area lsfl
Area [acrestj
Lot Roof Area S 0
3 400
0
000
Lot Dnvewa 0
450
0
000
Lot Sidewalk _ 0
130 _ _
0
000
vi
Lot Patio 0
120
0
000
y
Building
-
0
000
<
Roadway Area -
-
0
000
a
Driveway,/ Parking Cot
0
0 00
Sidewalk / Patio (
0
000
Other
0
000
7otals
0
000
B Watershed Breakdown
Contnbunng Area
SCS CN
Areas
Area acres
Comments
Phase 1 - Onsite impervious
98
11,357
0 26
Phase 1 - Onsite open
0 70
33,645
1 077
1 Assume good conduton
Phase I - Onsite wooded
66
0
_ 1000
Assume good condition
Phase,l - Onsite pofid
100
0
000
Phase 2 - Onsite impervious
98
0
'000,
Phase 2 - Onsi[e open
70
_ 0
0 00,
Assume good condition
,Phase 2 `Onsne wooded _
66
203 969
468
Assume good condition
Phase 2 - Onsite pond
100
0
000
Phase 3 - Onsite impervious
98
0
02
Phase 3 - Onsite 61
0
0 00
Assume good condition
Phase 3 - Onsae wooded
66
141,850 -�
326
don
Msd a ood conm
Phase 3 - Onsite pond
100
0
000
Offsite impervious
_ 98
0
000
-
Offsite open _
70
0_
( 000
1 Assume' ood condition
Offsne wooded
r 66
(-2
( 0 00
Assume good 6ondtion
Offsite pond
( 100 _
0
000
Total area = 897 acres
00140 , sq -mi
Composite SCS CN = 67
% Impervious = 00%
KILDAIRE,CROSSING POST DEVELOPMENT HYDROLOGY - DESIGN
AWH -12050 Reach Data
.,EACH #1 - POA lA TO POA 1
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Channel Flow
Length =
354
ft
Height =
11
ft
Slope =
00311
ft/ft
Manning's n =
0 045
natural channel
Flow Area =
400
sf (assume 2'x 2' channel)
Wetted Perimeter =
600
ft (assume 2' x 2' channel)
Channel Velocity =
445
ft/sec
Segment Time=
1.32
minutes
Time of Concentration = 132 minutes
SCS Lag Time= 079 minutes (SCS Lag =,0 6* Tc)
Time Increment = 023 minutes (= 0 29 *SCS Lag)
REACH #2 - POA 1B TO POA 1
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Channel Flow
Length =
130
ft
Height =
95
ft
Slope =
00731
ft/ft
Manning's`n =
0 045
natural channel
Flow Area =
100
sf (assume F xY channel)
Wetted Perimeter =
300
ft (assume 1' x P channel)
Channel Velocity =
430
ft/sec
Segment Time =
0.50
minutes
Time of Concentration = 050 minutes
SCS Lag Time = 030 minutes (SCS Lag = 0'6* Tc)
'Time Increment = 009 minutes (= 0.29 *SCS Lag)
REACH #3 - POA 4A TO POA 4
Time of concentration is calculated using4he SCS Segmental Approach (TR -55)
Segment]: Channel Flow
Length =
395
ft
Height =
6
ft
Slope =
00152
ft/ft
Manning's n =
0 045
natural,channel
FlowrArea =
900
sf (assume 3' x 3' channel)
Wetted Perimeter =
900
ft (assume 3' x 3' channel)
Channel Velocity =
408
ft/sec
Segment Time ---
1.61
minutes
Time of Concentration = 161 minutes
SCS Lag Time = 0 97 minutes (SCS Lag = 0 6* Tc)
Timedncrement = -028 minutes (= 0 29 *SCS Lag)
J ALLEN, PE, CFM
4/14/2014
J MCADAMS
Scenario: Post - development
.,Idaire Crossing J. Aldridge, PE
AWH- 12050.ppc 4/14/2014
'J McADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
Sub 1A
Post 1 year
1
0.089
722 "000
1.45
Sub 1A
Post 2 year
2
0 140
722.000
255
Sub 1A
Post.5 year
5
0 232
722 000
415
Sub IA
Post 10,year
10
0 312
722 000
550
Sub 1A
Post 25,year
25
0.431
721 000
724
Sub 1A
Post 100 year
100
0 636
721 000
982
Sub 1B - Bypass
Post 1 year
1
0 026
723 000
038
Sub 1B -,Bypass
Post 2 year
2
'0.043
722'000
073
Sub 1B - Bypass
Post 5 year
5
0 072
722 000
126
Sub 1B - Bypass
Post 10 year
10
0 098
722.000
1.71
Sub,1B -Bypass
Post 25 year
25
0 138
721 000
2.28
Sub 1B - Bypass
Post 100 year
100
0:206
721.000
3.16
Sub 1B - To SWMF A
Post 1 year
1
2.018
722.000
42.07
Sub 1B - To SWMF A
Post 2 year
2
2.845
722 000
5879
_Sub 1B'- To SWMF A
Post 5 year
5
4 212
721000'
8080
Sub 1B - To SWMF A
Post 10 year
10
5 353
721.000
98.68
Sub 1B - To SWMF A
Post 25 year
25
6.974
721 000
12025
Sub 1B - To SWMF A
Post 1`00 year
100
9,664
721 000
14979
Sub 2
Post 1 year
1
0.020
726.000
019
Sub 2
Post 2 year
2
0 037
723.000
046
Sub 2
Post 5 °year
5
0 068
722 -000
1.04
Sub 2
Post 10 year
10
0 097
722.000
156
Sub 2
Post 25 year
25
0.142
722 000
225
Sub 2
Post 100. year
100
0 222
721 000
332
Sub 3
Post 1 year
1
0 168
732.000
175
Sub 3
Post 2 year
2
0 262
731 000
299
Sub 3
Post 5 year
5
0 428
730 000
4.89
Sub 3
Post 10 year
10
0.573'
730:000
6.51
Sub 3
Post 25 year
25
0 787
729,000
8.51
Sub 3
Post 100 year
100
1 155
729 000
1160
Sub 4 - to SWMF B
Post 1 year
1
0 941
722.000
20 02
Sub 4 - to SWMF B
Post 2 year
2
1.296
721.000
27 17
Sub 4 - to SWMF B
Post 5 year
5
1 872
721 000
36 12
Sub 4 - to SWMF B
Post;10,year
10
2.347
721.000
43 33
Sub 4 - to SWMF B
Post 25 year
25
3 016
721.000
5187
Sub 4 - to SWMF B
Post 100 year
100
4 117
721,000
6340
Sub 4 - to SWMF C
Post 1 year
1
0.570
722 000
11 16
Sub 4 - to SWMF C
Post 2 year
2
0.841
7,22000
1679
Sub 4 - to SWMF C
Post-5 year
5
1.302'
722:000
24.42
Sub 4 - to SWMF C
Post 10 year
10
1 696
721 000
30.85
Sub 4 - to SWMF C
Post 25byear
25
2.265
721.000
38.87
,Sub 4 - to SWMF C
Post 100 year
100
3 223
721.000
50.15
Sub 4 - Bypass 2
Post 1 year
1
0.489
736.000
3.06
pub 4 - Bypass 2
Post 2 year
2
0 852
734.000
6x96
,daire Crossing J, Aldndge, PE
AWH -12050 ppc 4/14/2014
RUI MCADAMS
Subsection: Master Network Summary
Catchments Summary
Node,Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years] (ac -ftj
POA lA
Post 1 year
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
2
0 140
722.000
2.55
Event
Volume
(min)
(ft3 /s)
722 000
4.15
POA -1A
Post -10 year
(years)
(ac -ft)
722 000
5 50
Sub
4 -
Bypass 2
Post 5 year
5
1.531
733.000
1430
Sub
4 -
Bypass 2
Post 10 year
10
2 154
733.000
20'91
Sub
4 -
Bypass 2
Post 25 year
25
3 099
733 000
'29 51
Sub
4 -
Bypass 2
Post 100 year
100
4 778
731 000
43.45'
Sub
4 -
Bypass 1
Post 1 year
1
0 154
726 000
154
Sub
4 -
Bypass 1
Post 2 year
2
0.273
723 000
359
Sub
4 -
Bypass 1
Post 5 year
5
0.500
722 000
760
Sub
4 -
Bypass 1
Post 10 year
10
0.708
722 000
11.20
Sub
4 -
Bypass 1
Post 25 year
25
1.026
722 000
16.01
Sub
4 -
Bypass 1
Post 100 year
100
1 593
722 000
23.34
Node,Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years] (ac -ftj
POA lA
Post 1 year
1
0.089
722.000
145
'OA IA
Post,2 year
2
0 140
722.000
2.55
POA 1A
Post ,,5 year
5
0 232
722 000
4.15
POA -1A
Post -10 year
10
0.312
722 000
5 50
POA IA
Post 25 year
25
0.431
721000
7.24
POA 1A
Post 100 year
100,
0.636
721.000
9 82
POA 1B
Post 1 year
1
0528,
1,082.000
062
POA 1B
Post'2 year
2
1 295
901 000
1.92
POA 1'B
Post'5 year
5
2 577
781000
3.53
POA 1B
Post 10,year
10
3 565
751:000
461
,POA 1B
Post 25 year
25
4 976
754,000
2067
'POA 1'B
Post 100 year
100
7 530
750'000
4587
POA 1
Post 1 year
1
0 616
723 000
2.02
POA 1
Post 2 year
2
1 434
723 000
3 541
POA 1
Post 5 year
'5
'2 807
723'000
5.75
POA 1
Post 10 year
10
3 874
7250 00
802
POA 1
Post 25 year
25
5 403
7,54000
22 27
POA 1
Post 100 year
100
8.161
751.000
49.16
POA 2
Post 1 year
1
0' 020 i
726 000
0 19
POA 2
Post 2 year
2
0 037
723 000
046
POA 2
Post 5 year
5
0068,
722 000
1.04'
POA 2
Post 10 year
10
0.097'
722 000
156
POA 2
Post 25 year
25
0 142
722 000
2 25
POA 2
Post 100 year
100
0.222
721.000
3.32
POA-3
Post 1 year
1
0 168
732 000
175
POA 3
Post 2 year
2
0.262
731.000
2.99
POA 3
Post 5 year
5
0,428
730 000
4.89
POA 3
Post 10 year
10
0 573
730 000'
6 51
'daire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
-q!Jl CAD 1 M S
Subsection:, Master Network Summary
Node Summary
Label Scenario
POA 3,
Post 25 year
POA 3
Post 100 year
POA 4
Post 1 year
POA 4
Post 2 year
POA 4
Post 5,year
POA 4
Post 10 year
POA 4
Post 25 year
POA 4
Post 100 year
POA 4A
Post 1 year
POA 4A
Post 2 °year
POA 4A
Post 5 year
POA 4A
Post 10 year
POA 4A
Post 25 year
POA.4A
Post 100 year
Pond Summary
Label Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
`(min)
(ft3/s)
(years)
(ac -ft)
1
0 502
25
0 787
729 000
851
100
1 155
729 000
1160
1
0'912
740.000
406
2�
1 447 '
736 000
8.67'
5
2 422
735 000
1730
10
3 659
735 000
'25.09
25
6 032
733.000
35.61
100
10 332
733 000
67.17
1
0.489
736 000
106
2
0 852
734 000
6:96
5
1:531
733 000 :
1430
10
2 154
733 000
20.91
25
3 099
733 000
2951
100
4.778
731.000
43'45
Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3 /s) Water Pond Storage
(years) (ac -ft) Surface (ac -ft)
Elevation
(ft)
'SWMF A (IN)
Post1 year
1
2,018
722 000
42.07
(N /A)
(N /A)
SWMF A
(OUT)
Post 1 year
1
0 502
1,087 000
061
44608
1 522
SWMF A, (IN)
Post,2 year
2
2 845
722:000
587,9
(N /A)
(N /A)
SWMF A
(OUT)
Post-2 year
2
1 252
903 000
188
44642
1.797
SWMF A (IN)
Post 5 year
5,
4 212
721 000
8080
(N /A)
(N /A)
SWMF A
(OUT)
Post 5 year
5
2 505
786.000
3,42
44722
2.480
SWMF A (IN)
Post 10 year
10
5.353
721 000
9868
(N /A)
(N /A)
SWMF,A
(OUT)
Post 10 year
10'
3.467'
787000,
4.40
448.00
3 186
SWMF A (IN)
Post 25 year
25
6.974,
721.000
120:25
(N /A)
(N /A)
SWMF A
(OUT)
Post 25 year
25
4 8391
754 000
2022
448.65
3 799
SWMF A (IN)
Post 100 year
100
9 664
721 000
14979
(N /A)
(N /A)
SWMF A
(OUT)
Post 100 year
100
7 324
751.000
4480
448.97
4.108
SWMF B (IN)
Post 1 year
1
0 941
722 000
2002
(N /A)
(N /A)
SWMF B
(OUT)
Post 1 year
1
0 167
1,440 000
0 18
40585
0.774
SWMF B (IN)
Post 2 year
2
1.296
721.000
27 17
(N /A)
(N /A)
ddaire Crossing J .Aldridge, PE
AWH- ,12050 ppC 4/14/2014
0
'JMcADAMs
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3 /s)
Water
Pond Storage
(years)
(ac -ft)
Surface
(ac -ft)
Elevation
(ft)
SWMF B
Post 2 year
'2
0 198
1,440:000
021
406.51
'1.098'
(OUT)
SWMF B (IN)
Post,5 year
5
1 872
721.000
36.12
(N /A)
(N /A)
SWMF B
Post 5 year
5
0 239
1,440 000
0.25
40753
1 632
(OUT)
SWMF B (IN)
Post 10 year
10
2 347
721 000
4333
(N /A)
(N /A)
SWMF B
Post l0 year
10
0270,
1,440 000
0.27
408 31
2076
(OUT)
SWMF B (IN) ,
Post 25 year
25
3 016
721.000
51.87
(N /A)
(N /A)
SWMF B
Post 25 year
25
0.817
903.000
175
408.60
2.242
(OUT)
SWMF B (IN)
Post 100 year
100
4 117
721 000
6340
(N /A)
(N /A)
SWMF B
Post 100'year
100
1915
754.000
11 36
408.88
2.408
(OUT)
SWMF C.(IN)
Post'l, year
1
0 570
722 000
11 16
(N /A)
(N /A)
SWMF C
Post 1 year
1
0 102
1,440 000
0 11
407.99
0 468
' OUT)
SWMF C (IN)
Post 2' year
2
0 841
722:000
1679
(N /A)
(N /A)
.SWMF C
Post 2 year
2
0.125
1,440.000
0.13
408:86
0 716
(OUT)
SWMF C (IN)
Post,5 year
5,
1.302
722 000
24.42
(N /A)
(N /A)
SWMF C
Post-,5 year
5
0.154
1,440.000
0.16
41022
1 149
(PUT)
SWMF C_(IN)
Post 10 year
10
,1 696,
721 000
30.85
(N /A)
(N /A)
SWMF C
Post 10 year
10
A.52&''
901000,
1.27
410:33
1 184
(OUT)
SWMF C (IN)
Post 25 year
25
2 265.
721.000
38.87
(N /A)
(N /A)
SWMF C
(OUT)
Post 25 year
25
1 093
755 000
598
41049
1.243
SWMF C (IN)
Post 100 year '
100
3.223
721.000
50 15
(N /A)
(N /A)
SWMF C
Post 100 year
100
2.049
751,000
1564,
41072
1 321
(OUT)
Jdaire Crossing
AWO -12050 ppc
J Aldndge,,PE
4/14/2014
STORMWATER MANAGEMENT FACIL'I'TY `B'
DESIGN CALCULATIONS
KILDAIRE CROSSING
AWH -12050
KILDAIRE CROSSING STORMWATE_R MANAGEMENT FACII
AWH -12050 SSFxn Above NP
[STAGE ;ST GEZT, JNCTION ABQ8 EeNORMAL &PO',OL ?; n
Average Incremental Accumulated
Contour Contour Contour Contour
Contour Stage Area Area Volume Volume
00 000 1
:,ITY'B' J ALLEN, PE, CFM
4/14/2014
Estimated
Stage
w/ S -S Fxn
40450
050
17.766
16000
8000
8000
0.51
40600
200
20.805
19286
28928
36928
1'95
40800
400
24,908
22857
45713
82641
397
41000
6'00
27,958
26433
52866
135507
6 13
Ks = 17313
b = 1.1347
KILDAIRE CROSSING STORMWATER MANAGEMENT FACI_LITY'B'
AWH -12050 SSFxn Main Pool
ISTfAGE�ST024 °GE2FUNCrTION� -�ti4LN P,0,7OL�'k,�b�,ne�;�
45000
40000
Storage vs. Stage
Average
Incremental
Accumulated
Estimated
35000
W = 0 997
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
39800
0`00
3.902
10000
5000
40000
200
5.457
4680
9359
9359
202
40200
400
7,147
6302
_12604
21963
3,90
40350
550
8,506
6982
24435
33794
543
40400
600
10.719
8933
17866'
39829
6 17
45000
40000
Storage vs. Stage
O
y = =3754 x1298
35000
W = 0 997
30000
LL
U
25000
'0 20000
0
rn 15000
10000
5000
0
0 "00
200 400 600 800
Stage (feet)
KS = 3754
b = 1.2982
J ALLEN, PE, CFM
4/14/2014
KILDAIRE CROSSING STORMWATER MANAGEMENT FACILITY'B' J. ALLEN, PE, CFM
AWH -12050 SSFxn Forebay 4/14/2014
STAGE- STORAGE FUNCTION - FOREBAY
Ks = 716.3
b = 1.4845
Storage vs. Stage
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
398.00
0.00
754
w
400.00
2.00
1,294
1024
2048
2048
2.03
402.00
4.00
1,972
1633
3266
5314
3.86
403.50
5.50
2,571
1933
6764
8812
5.42
404.00
6.00
3.514
2743
5486
10800
6.22
Ks = 716.3
b = 1.4845
Storage vs. Stage
12000
•
10000
y = 716.2x'.484
R'= 0.996
8000
LL
U
a
6000
w
o`
4000
2000
0
0.00
2.00 4.00 6.00 8.00
Stage (feet)
Ks = 716.3
b = 1.4845
KILDAIRE CROSSING STORMWATER MANAGEMENT FACILITY'B'
AWH -12050 volume Calculation
Volume of Main Pool = 39,829 cf
Volume of Forebay = 10,800 cf
Total Volume Below�NWSE = 50,629 cf
= 116 acre -ft,
Total Volume Above,NWSE`= 135,507 cf
311 acre -ft
Total Volume of Facility= 186;136 cf
= 427 acre -ft
.Fur' -1
OLU
Per WCDWQ design guidelines, the forehay volume should equal approximately 20% of the
total permanent pool volume
Total Volume Below NWSE = 50,629 cf
Volume of Forebay = 10,800 cf
% Forebay = 213%
Total Volume Below NWSE = 50,629 cf
Surface Area at NWSE = 14,233 sf
Average Depth = 3 56 ft
J ALLEN, PE, CFM
4/14/2014
KILDAIRE CROSSING STORMW_ATER MANAGEMENT FACILITY'B' J ALLEN, PE, CFM
AWH -12050 Surface Area Calculation 4/14/2014
WE- I'll EN•TION =BArSI1V1SiJ1Y1MA1tY� "
From Stormwater Best Management Practices,Manual NCDENR ,Division of Water Quality, 1999
Enter the drainage area characteristics =>
Total drainage area,to pond = 920 acres Includes portions offuture phases
Total impervious,area,to pond = 432 acres
Note The basin must be "sized to treat all impervious surface runoff, draining into the pond, not just the impervious
surface from on -site development
Dramage•area = 9.20 acres @ 47.0% impervious
Estimate the surface aremrequired at pond normal pool,elevation =>
Wet Detention Basins are based on an minimum average depth of
= 3.56 feet (Calculated)
From.the�DWQ BMP Handbook (1999), the required,SA /DA ratio for
90% TSS,Removal =>
3 5 356
4.0
Lower Boundary => 400 230
200
Site % impervious => 470 265 2.62
235
Upper Boundary => 500 280
.2 50
Therefore, SA/DA required = 2.62
Surface area required abnormal,pool = 10,482
ftZ
= 024
acres
Surface area provided at normal pool— 14,233
ftZ
KILDAIRE CROSSING STORMWATER MANAGEMENT FACILITY'B'
AWH -12050 WQv Calculation
EDETERM� ATION'OF'MATER QUALLTY
WQv = (P) (R v)(A)II2
where,
WQv= water quality volume (in, acre -ft)
Rv = 0 "05 +0 009Q) where.I is percent - impervious cover
A =,area in acres
P = rainfall (m inches)
Input data:
17313
b =
Total area, A =
920
acres
Impervious area =
4 -32
acres
Percent impervious cover, I =
470
%
Rainfall, P =
100
inches
Calculated values:
Rv= 047
WQv= 036 acre-ft'
= 15796 cf
A=S OCIAFEDsDE AFIN�POIVD�,�
WQv= 15796 cf
Stage /'Storage Data:
Ks=
17313
b =
1 135
Zo =
40600
Volume in 1" rainfall =
15796 cu. ft
Calculated values:
Depth of WQv in Basin = 092 ft
1107 inches
Elevation = 40692 ft
J ALLEN „PE, CFM
4/14/2014
KILDAIRE CROSSING STORMWATER MANAGEMENT FACILITY'B'
AW,H42050 W,QV Drawdown Calculation
iDRAWDOWN =STP$ONI E3IG b'
D onfice =
'2 25 inch
# orifices =
1
Ks =
17313
b =
1 1347
Cd,siphon—
060
Normal Pool Elevation =}
40400 feet
Volume@ Normal Pool =
0 cf
Orifice Invert =
40400 feet
WSEL @ I "' Runoff Volume =
404 92 feet
WSEL
feet
Vol. Stored
c )
Siphon Flow
(cfg)
Avg. Flow
(cfs'
Incr. Vol.
c
Incr. Time
sec
40492
15796
0 121'
40484
14248
0 115
0 118
1547
13132
40,476
12,721
0 109
0.- 112
1528
13679
40468
11214
0102
0 05
1506
14322
40460
9732
0 095
0 098
1482
15094
40452
8276
0 08,7
0 091
1456
16048
404 44'
6850
0 078
0 083
1426
17272
40436
5458
0 069
0 073
1392
18934
40428
4108
0 058
0 063
1350
21400
40420
2809
0 044
0 051
1299
25709
404 12
1580
0 021
0 032
1229
37983
Drawdown Time = 2 24 days
By comparison, if calculated by the average head over the onfice
(assummg,average head.is`half the,total depth), the result would be
Average driving head,on onfice = 0 414 feet
Orifice composite loss coefficient = 0 600
Cross - sectional area of siphon = 0 028 sf
Q = 0 0856 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time— 2'14 da s
J ALLEN, PE, CFM
4/14/2014
IN McADAMS
Klldaire Cros "sing
Subsection: Elevation -Area Volume Curve
Label: SWMF B
Elevation Planlmeter Area Al +A2 +sqr
(ft) (ftz) (acres) (Al *A2)
(acres)
Return Event. 1 years
Storm Event: 1 year
Volume Volume�(Total),
(ac -ft) (ac -ft)
404.00
00
0.33
0.00
0 000
0.000
4M50,
0.0
0.41
1.10 ,
0 183
0.183
406A0
`0.0
0.48
1.33
0.663
0.847
40800
00
0 57
157
1.048
1 895
410.00,
0.0
0:64
1.82,
1'213
3.108
Jdaire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
"T McADAMS
Kildaire Crossing
Subsection: Outlet Input Data
Label: SW,MF B
Return Event: 1 years
Storm Event: 1 year
Requested Pond Water Surface Elevations
Minimum (Headwater) 404.00 ft
Increment (Headwater) 0-10 ft
Maximum (Headwater) 410.00 ft
Outlet Connectivity
Structure Type , Outlet ID Direction Outfall ES E2
(ft) (ft)
;Inlet Box
Riser
Forward
Culvert
40850
41000
Orifice - Circular
Siphon
Forward
iCulvert
404.00
41000
Culvert- Circular
Culvert
Forward
TW
403.00
41000
Tallwater Settings
Tadwater
(N /A)
(N /A)
.idaire Crossing J Aldridge; PE
AWH -12050 ppc 4/14/2014
'J McADAMS
Kaaaallr® Crossing
Subsection: Outlet Input Data
Label: SWMF B
Structure ID Culvert
Structure Type Culvert- Circular
Number of Barrels
1
Diameter
24 00 In
Length
47.00 ft-
Length (Computed Barrel),
47 01 ft
Slope (Computed)
0 021 ft/ft
Outlet Control Data
Manning's n
0:013
Ke
0.500
Kb
0 012
Kr
0:000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
20000
C
00398
Y
0.6700
TI ratio (HW /D)
1,150
T2 ratio (HW /D)
1.296
Slope Correction Factor
-0.500
Use unsubmerged'Inlet control 0 equation, below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In'transltlon zone between unsubmerged and submerged
Inlet control',
Interpolate between flows at T1 & T2
Return Event: 1 years
Storm Event, 1 year
T1 Elevation 405.30 ft T1 Flow 15 55 ft3 /s
T2 Elevation 405 59 ft T2 Flow 17.77 ft3 /s
.faire Crossing J Aldridge, PE
HWH -12050 ppc 4114/2014
IRUIMcADaMs
Kildaire Crossing
Subsection: Outlet Input Data
Label: SVVMF B
Structure ID Riser
Structure Type Inlet Box
Number of Openings
1
Elevation
408 50 ft
OnficeArea,
160 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3 00 (ft ^0 5) /s
K Reverse
1 000
Manning's n
0.000
Kev, ChargedAser
0 000
Weir Submergence
False
Orifice H to crest
False
Structure ID Siphon
Structure Type Orifice - Circular
Number of "Openings
1
Elevation
404.00 ft
Orifice Diameter
2 25 in
Orifice Coefficient
0.600
Structure ID_ TW
Structure Type TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0 01 ft
(Minimum)
Tailwater Tolerance
(Maximum)
0.50 ft
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0 50 ft
(Maximum)
Flow Tolerance (Mini 'mum)
0.001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
Return Event: 1 years
Storm Event: 1 year
,0
.]acre Crossing J Aldridge, RE
AWH -12050 ppc 4/14/2014
qT1 MCADAMS
Kildaire Crossing
Subsection: Composite Rating Curve
Label: SWMF B
Composite Outflow Summary
Water Surface Flow Tailwater Elevation, Convergence Error
Elevation MIN (ft) (ft)
(ft)
Return Event: 1 years
Storm Event: 1 year
Contributing Structures
404.00
0.00
NA)
000
(no Q Riser,Siphon,Culvert)
40410
001
(N /A)
000
Siphon,Culvert (no Q Riser)
40420
004
(N /A)
0.00
Siphon,Culvert (no Q• Riser)
40430
0.06
(N /A)
000
Siphon,Culvert (no Q Riser)
40440
007
(N /A)
0 00
Siphon,Culvert (no Q: Riser)
404.50
0.09
(N /A)
000
Siphon,Culvert (no Q: Riser)
404'.60
0.09
(N /A)
0 00
Siphon,Culvert (no Q: Riser)
40470
0 10
(N /A)'
000
Siphon,Culvert (no Q Riser)
40480
0 11
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
40490
012
(N /A)
000
Siphon,Culvert (no Q Riser)
40500
013
(N /A)
000
Siphon,Culvert (no Q. Riser)
40510
0 13
(N /A)
0.00
Siphon,Culvert (no Q Riser)
405:20
0.14
(N /A)
0.00
Siphon,Culvert (no Q• Riser)
405,30
0' -15
(N /A)
0.00
Siphon,Culvert (no Q• Riser)
405'40
0 15
(N /A) 1
000
Siphon,Culvert (no Q• Riser)
40550
0.16
(N /A)
000
Siphon,Culvert (no Q: Riser)
405.60
0 16
(N /A)
0.00
Siphon,Culvert (no Q Riser)
40570
0 17
(N /A)
000
Siphon,Culvert (no Q: Riser)
405.80
0.17
(N /A)
0.00
Siphon,Culvert (no Q Riser)
40590
0.18
(N /A)
000
Siphon,Culvert (no Q Riser)
40600
0.18
(N /A)
000
Siphon,Culvert (no Q Riser)
406.10
0.19
(N /A)
000
Siphon,Culvert (no Q Riser)
406.20,
0 19
(N /A).
000
Siphon,Culvert (no Q• Riser)
40630
0.20
(N /A) '
0.00
Siphon;Culvert (no Q Riser)
40640
0.20
(N /A)
000
Siphon,Culvert (no Q Riser)
40650
021
(N /A)
000
Siphon,Culvert (no Q Riser)
40660
0.21
(N /A)
000
Siphon,Culvert (no Q Riser)
40670
021
(N /A)
000
Siphon,Culvert (no Q Riser)
,40680
022
(N /A)
000
Siphon,Culvert (no Q• Riser)
406.90
022
(N /A)'
000
Siphon,Culvert (no Q. Riser)
407.00
0 23,
(N /A) 1
000
Siphon,Culvert (no Q. Riser)
407.10
0.23
(N /A),
'0.00
Siphon,Culvert (no Q• Riser)
40720
0.23.
(N /A)
000
Siphon,Culvert (no Q Riser)
40730
024
(N /A)
0.00
Siphon,Culvert (no Q• Riser)
40740
024
(N /A)
000
Siphon,Culvert (no Q Riser)
407.50
024
(N /A)
000
Siphon,Culvert (no Q: Riser)
407.60
0.25
(N /A)
0.00
Siphon,Culvert (no Q. Riser)
407.70
025
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
40780
0.26
(N /A)
0.00
Siphon,Culvert (no Q• Riser)
40790
016
(N /A)
000
Siphon,Culvert (no Q Riser)
40800
026
(N /A)
000
Siphon,Culvert (no Q• Riser)
408.10
0.27
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
408.20
027
(N /A)
000
Siphon,Culvert (no Q• Riser)
.Idaire Crossing
AWH -12050 ppc
J Aldridge, PE
4/14/2014
''!]1 MCADAMS
Subsection: Composite Rating Curve
Label: SWMF B
Composite Outflow 'Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
40830
40840
40850
408.60
40870
40880
40890
-40900
40910
409.20
40930
40940
409.50
409.60
40970
40980
40990
410.00
Kildair® Crossing
Return Event- 1 years
Storm Event: 1 year
,jdaire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
Tailwater Elevation
Convergence Error
Contributing Structures
(ft)
(ft)
0.27
(N /A)
000
Siphon,Culvert (no Q Riser)
0.28
(N /A)
000
Siphon,Culvert (no Q• Riser)
0.28
(N /A)
0.00
Siphon,Culvert (no Q Riser)
180
(N /A)
000
Riser, Siphon,Culvert
458
(N /A)
0.00
Riser, Siphon,Culvert
816
(N /A)
000
Riser, Siption,Culvert
1240
(N /A)
0.00
Riser,Siphon;Culvert
1722
(N /A)
0.00
Riser,Siphon ,,Culvert
22.51
(N /A)
0:00
Riser,Siphon ',Culvert
2827
(N /A)'
0:00
Riser;Siphon;Culvert
34 39
(N /A)'
000
Riser, Siphon ,,Culvert
35.50
(N /A)
0 00
Riser,Culvert (no Q Siphon)
3585
(N /A)
0.00
Riser,Culvert (no Q Siphon)
36 19
(N /A)
0.00
Riser,Culvert (no Q Siphon)
3653
(N /A)
000
Riser,Culveit (no Q Siphon)
36.87
(N /A)
0.00
Riser,Culvert (no Q• Siphon)
3721
(N /A)
000
Riser,Culvert (no Q: Siphon)
3753
(N /A)
0.00
Riser,Culvert (no Q Siphon)
,jdaire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
9I McADAMS
Kildair® Crossing
Subsection: Level Pool Pond Routing Summary
Label: SWMF B (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Return Event, 1 years,
Storm Event: 1 year
Elevation (Water Surface,
404 00 ft
Initial)
Volume (Initial)
0 000 ac -ft
Flow (Initial Outlet)
0 00 ft3 /s
Flow (Initial Infiltration)
0 00,ft3 /s
Flow (Initial, Total)
0.00 ft3 /s,
Time Increment
1,000 min
Inflow /Outflow Hydrograph Summary
0 774 ac -ft
Flow (Peak In) 20 02 ft3 %s Time to Peak (Flow, In) 722 000 min
Flow (Peak Outlet) 0.18 ft3 /s Time to Peak (Flow, Outlet) 1,440 000 min
Elevation (Water Surface, 405'85 ft
Pea k)
Volume (Peak) 0 774, ac -ft
-daire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.941 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
VolumeA(Total Outlet
0.167 ac -ft
Outflow)
Volume (Retained)
0 774 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
00%
-daire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
"!J1 MCADAMS
Kildaire Crossing
-Subsection: Level Pool Pond Routing Summary
,Label: SWMF B (IN)
Infiltration
Infiltration Method
(Computed) No Infiltration
Initial Conditions
Return.Event: 2 years
Storm Event: 2 year
Elevation (Water Surface,
404.00 ft
Initial)
0 000 ac -ft
Volume (Initial)
0 000 ac -ft
Flow (Initial Outlet)
0 00 ft3 /S
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1 000 min
Inflow /,Outflow Hydrograph Summary
0.000 ac -ft
Flow (Peak In) 27 17 ft3 /s Time to Peak (Flow, In) 721 000 min
Flow (Peak Outlet) 0 21,ft3 /s Time to Peak.(Flow, Outlet) 1,440 000 min
Elevation (Water Surface, 406:51 ft
Pea k)
Volume (Peak) 1 098�ac -ft
Mass Balance (ac -ft)
Volume,(Initial)
0 000 ac -ft
Volume (Total Inflow)
1 296 ac -ft
Volume (Total Iiifiliration)
0 000 ac -ft
Volume, (Total Outlet
0 198 ac,ft
Outflow)
Volume (Retained)
1.098 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
00%
.10aire,Crossing J Aldridge, PE
AWH -12050 ppc
4r/1 "4/2014
'J McADAMS
Klldaire Crossing
Subsection: Level Pool Pond Routing Summary
Label: SWMF B (IN)
Return Event: 5 years
Storm Event: 5 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,,
40400 ft
Initial)
Volume (Initial)
0 000 °ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0 00 ft3 /s
Time Increment
1 000 min
Inflow /Outflow Hydrograph, Summary
Flow (Peak In)
36.12 ft3 /s Time to Peak (Flow, In) 721'000, min
Flow (Peak Outlet)
0.25 ft3 /s Time to Peak, (Flow, Outlet) 1,440 000 min
Elevation (Water Surface,
407:53 ft
Peak)
Volume (Peak)
102 ac -ft
Mass Balance (ac -ff)
Volume (Initial)
0 000 ac -ft
Volume (Total Inflow)
1 872 ac -ft
Volume (Total Infiltration)
0 000 ac -ft
Volume (Total Outlet
0 239 ac -ft
Outflow)
Volume (Retained)
1 632 ac -ft
Volume�(Unrouted)
0 000,ac -ft
Error (Mass Balance)
00%
Jaire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
'J MCADAMS
Kildair® Crossing
Subsection- Level Pool,Pond Routing Summary
Label; SWMF B (IN)
Infiltration
Infiltration Method,
No Infiltration
(Computed)
0.000 ac -ft
Volume (Total Inflow)
2 347 ac -ft
Initial Conditions
0 000 ac -ft
Elevation (Water Surface,
404 00 ft
Initial)
2.076ac -ft
Volume (Initial)
0 000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0 00 Ift3 /5
Time Increment
1.000 min
Return Event: 10 years
Storm Event: 10 year
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 43 33 ft3 /s Time to Peak (Flow, In) 721 000 min
Flow (Peak Outlet) 0 27 ft3 /s Time to Peak (Flow, Outlet) 1,440 000 min
Elevation (Water Surface, 408.31 ft
Peak)
Volume (Peak) 2 076 ac -ft
daire- Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
Mass Balance (ac =ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
2 347 ac -ft
Volume (Total Infiltration)
0 000 ac -ft
Volume (Total Outlet
Outflow)
0 270 ac -ft
Volume (Retained)
2.076ac -ft
Volume (Unrouted)
0 000 lac -ft
Error (Mass Balance)
00%
daire- Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
'JMcADAMs
Kildsir® Crossing
Subsection: Level Pool Pond Routing' Summary,
Label SWMF B (IN)
I'nfiltration
408 60 ft
Infiltration Method
No Infiltration
'(computed)
2 242 ac7ft
Initial,Conditions
Elevation (Water,Surface,
404 00 ft
Initial)
3'01'6 ac =ft
'Vol uume (Initial)
0 000' ac -ft
,Flow (Initial Outlet)
0 00 ft3 /s
'Flow, (Initial Infiltration)
0 00 ft3 /s
,Flow�(Initial, Total)
0 00 ff3 /s
Tme`Increment
1 000 min
Return Event: 25 years
Storm Event: 25 year
Inflow /Outflow Hydrograph Summary
Flow °(Peak In) 5187 ft? /s Time to Peak (FIoW, In) 721 000 min
Flow (Peak Outlet) 1:75 ^ft3 /s Tme,to Peak (Flow, Outlet), 9,03:000 min
Elevation (Water'Surface,
408 60 ft
Peak)
Volume (Peak)
2 242 ac7ft
Mass Balance (ad-,ft)'
Volume (Initial)
0 000 ac -ft
Volume (TotaldnfloW)
3'01'6 ac =ft
Volume (Total Infiltration)
0 000 ac -ft
Volume (Total,Outlet
Outflow)
0.817 ac -ft
Volume (Retained)
2 199 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
-0.0%
idaire Crossing J Aldridge, PE
AWH -12050 ppc 4114%2014
'q!JJ MCADAMS
Kildalr® Crossing
Subsection: Level Pool Pond Roufing Summary Return Event: 100 years
,Label: SWMF B (IN) Storm Event: 100 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
40850 ft
Initial)
35 83 ft3 /,s Time to Peak (Flow, Outlet) 727.000 min
Volume (Initial)
2.185 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0 00 ft3 /5
Time Increment
11000 min
Inflow /Outflow Hydrograph Summary
00
Flow (Peak In)
63.40 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak.Outlet)
35 83 ft3 /,s Time to Peak (Flow, Outlet) 727.000 min
Volume (Total Infiltration)
0 000 ac -ft
Elevation (Water Surface,
409.50 ft
Peak)
Volume (Peak)
2.788 ac -ft
Mass Balance (ac -ft)
-0.001 ac -ft
Volume (Initial)
2 185 ac -ft
Volume (Total Inflow)
4.117 ac -ft
Volume (Total Infiltration)
0 000 ac -ft
Volume (Total Outlet
4.089 ac -ft
Outflow)
Volume (Retained)
2 212 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
00
Adaire,Crossing J ,Aldridge, PE
AWH -12050 ppc 4/14/2014
a
'J McADAMS
Kiidairo Crossing
Subsection: Outlet Input Data
Label: SWMF B -WC
Return Event: 100 years
Storm Event: 100 year
Requested Pond Water, Surface,Elevatlons
Minimum (Headwater) 404 00 ft
Increment (Headwater) 0.10 ft
'Maximum (Headwater) 410.00 ft
Outlet Connectivity
Structure'Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Inlet Box
Riser
Forward
Culvert
408:50
410.00
Culvert- Circular
Culvert
Forward
TW
40300
410.00
TadwaterSettings
Tadwater
(N /A)
(N /A)
.faire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
'J MCADAMS
Kildaire Crossing
Subsection: Outlet Input Data
Label: SWMF B -WC
Structure ID- Culvert
Structure Type Culvert- Circular
Number of Barrels
1
Diameter
24.00 In
Length
47.00 ft
Length (Computed Barrel)
4701 ft
Slope (Computed)
0 021 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.000
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
2.0000
C
00398
Y
0.6700
T1 ratio (HW /D)
1 -.150
T2 ratio (HW /D)
1 296
Slope Correction Factor
0,500
Use unsubmerged inlet control 0 equation below T1
elevation
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2
`Return Event: 100 years
Storm Event: 100 year
TI Elevation 405 30 ft T1 Flow 15 -55 ft3 /s
T2, Elevation 405 59 ft T2 Flow 17 77,ft3/s
dage Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
IN MCADAMS
Kildaire Crossing
Subsection- Outlet Input Data
Label: SWMF B -WC
Structure ID Riser
Structure Type Inlet Box
Number of Openings
1
Elevation
408.50 ft
Orifice Area
16.0 f:2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft ^0.5) /s
K Reverse
1 000
Manning's n
0 000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID TW
Structure Type TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0 50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow'Tolerance,(Maximum)
,10 000 ft3 /s
Return Event: 100 years
Storm Event: 100 year
,Idaire Crossing J Aldridge, PE
AWH -12050 ppc 411412014
J MCADAMS
Subsection: Composite Rating Curve
Label: ' SWMF B -WC
Composite Outflow Summary
Water,Suriace Flow
Elevation (ft3 /s)
(ft)
Kildaire Crossing
Return Event: 100 years
Storm Event: 100 year
Tailwater Elevation Convergence Error Contributing Structures
(ft) (ft)
40400
0.00
(N /A)
0.00
(no Q Riser,Culvert)
40410
000
(N /A)
000
(no Q Riser,Culvert)
404.20
'0.00,
(N /A)
000
(no Q: Riser,Culvert)
404.30
0.00
(N/A)
000
(no Q. Riser,Culvert)
404.40
0.00
(N /A)
000
(no Q. Riser,Culvert)
40450
000
(N /A)
000
(no Q: Riser,Culvert)
40460
0100
(N /A)
000
(no Q, Riser;Culvert)
40470
000
(N /A)
000
(no Q, Riser,Culvert)
40480
000
(N /A)
000
(no Q: Riser,Culvert)
40490
000
(N /A)
000
(no Q Riser,Culvert)
40500
000
(N /A)
0.00
(no Q Riser,Culvert)
405 10
000
(N /A)
0.00
(no Q �Riser,Culvert)
405.20
0.00
(N /A),
0.00
(no Q. Riser,Culvert)
405.30
000
(N /A)
000
(no Q. Riser,Culvert)
40540
000
(N /A)
000
(no Q. Riser,Culvert)
40550
000
(N /A)
0.00
(no Q: Riser,Culvert)
405.60
000
(N /A)
0.00
(no•Q• Riser,Culvert)
40570
000
(N /A)
0.00'
(no Q Riser,Culvert),
405.80
000
(N /A)
000
(no Q: Riser,Culvert)
40590
000
(N /A)
000
(no Q• Riser;Culvert)
40600
0.00
(N /A)
0.00
(no Q Riser;Culvert)
406.10,
0:00
(N /A)
000
(no Q Riser,Culvert)
40620
0.00
(N /A)
0 -00,
(no,Q:'Riser;Culvert)
40630
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
40640
0.00
(N /A)
0.00
(no Q. Riser,Culvert)
40650
000
(N /A)
0.00
(no Q. Riser,Culvert)
40660
0.00
(N /A)
0.00
(no Q Riser;Culvert)
40670
000
(N /A)
0 °00,
(no Q Riser,Culvert)
406.80
000
(N /A)
0.00
(no Q• Riser,Culvert)
40690
000
(N /A)
000
(no Q Riser,Culvert)
40700
000
(N /A)
0,00
(no Q. Riser,Culvert)
40710
0.00
(N /A)
0 00
(no Q: Riser,Culvert)
40720
000
(N /A)
000,
(no Q: Riser,Culvert)
407.30
000
(N /A)
0'00
(no Q Riser,Culvert)
40740
0.00
(N /A)
000
(no Q. Riser,Culvert)
407.50
000
(N /A)
0.00
(no Q Riser,Culvert)
40760
0.00
(N /A)
0:00'
(no Q Riser ,,Culvert)
40770
000
(N /A)
0.00
(no Q Riser,Culvert)
407.80
000
(N /A)
000
(no Q• Riser,Culvert)
40790
000
(N /A)
0.00
(no Q• Riser,Culvert)
40800
0.00
(N /A)
0.00
(no Q• Riser,Culvert)
40810
000
(N /A)
000
(no Q. Rise-r,Culvert)
408.20
000
(N /A)
0.00
(no Q: Riser,Culvert)
,daire Crossing
AWH -12050 ppc
J Aldridge, PE
4/14/2014
'T MCADAMS
Subsection. Composite Rating Curve
Label: SWMF B -WC
(N /A)
Composite Outflow Summary
(no Q Riser,Culvert)
Water Surface Flow
000
Elevation (R3 /s)
(N /A)
(ft)
Riser,Culvert
408.30
000
0.00
408.40
000
0.00
40850
000
0,00
40860
0:00
152
40870
0.00
429
40880
0.00 ,
7,89
40890
0.00'
1214
409.00
000
1696
409.10
0.00
2230
409.20
000
28.11
40930
0 00,1
34.34
40940
0.00
3549
409.50
0.00
35.85
409.60
0.00
36.19
40970
36 53
40980
3687
409.90
3721
I 41000
3753
. daire Crossing
AWH =12050 ppc
Midaire Crossing
Return Event* 100 years
Storm Event* 100 year
Tadwater Elevation Convergence Error Contributing Structures
(ft) (ft)
(N /A)
0.00
(no Q• Riser,Culvert)
(N /A)
0.00
(no Q Riser,Culvert)
(N /A)
000
(no Q Riser,Culvert)
(N /A)
000
Riser,Culvert
(N /A)
000
Riser,Culvert
(N /A)
000
Riser,Culvert
(N /A)
000
Riser,Culvert
(N /A)
0:00
Riser,Culvert
(N /A)
0.00
Riser,Culvert
(N /A)
0.00 ,
,Riser,Culvert
(N /A,)
0.00'
Riser,Culvert
(N /A)
000
Riser,Culvert
(N /A)
0.00
Riser,Culvert
(N /A),
000
Riser,Culvert
(N /A)
0 00,1
Riser,Culvert
(N /A)
0.00
Riser,Culvert
(N /A)
0.00
Riser,Culvert'
'(N /A)
0.00
Riser,Culvert
J Aldndge, PE,
4/14/2014
'T MCADAMS
Kildairo Crossing
Subsection: Level Pool Pond Routing Summary
Label: SWMF B (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
`Initial,Conditions
Return Event: 100 years
Storm Event: 100 year
Elevation (Water Surface,
404.00 ft
Initial)
4.117 ac -ft
Volume (Initial)
0 000 ac -ft
Flow (Initial,Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0 00 ft3 /s
Time,Increment
1 000 min
Inflow /Outflow Hydrograph Summary
0.0%
Flow (Peak In)
63 40 ft3 /s Time to Peak,(Flow, In) 721.000 min
Flow (Peak Outlet)
1136 ft3 /s Time to Peak (Flow„ Outlet) 754 000 min
Elevation (Water Surface, 408.88 ft
Peak)
Volume,(Peak) 2.409 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0 000 ac -ft
Volume' (Total Inflow)
4.117 ac -ft
Volume (Total Infiltration)
0 000 ac -ft
Volume (Total Outlet
1915 ac -ft
Outflow)
Volume (Retained)
2 201 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
'Idaire Crossing, J Aldndge; PE
AWH -12050 ppc 4/14/2014
KILDAIRE CROSSING STORMWATER MANAGEMENT FACI_LITY'B' J ALLEN, PE, CFM
AWHA2050 Anti- Flotation Block Calculations 4%14/2014
Input Data =>
Inside length of riser =
400 feet
Inside width of riser =
400 feet
Wall thickness of nser =
6 °00 inches
Base,thickness of riser =
600 inches
Base4ength of nsef =
8,00 feet
Base width of nser =
800 feet
Inside height of Riser =
5.50 feet
'Concrete,unit weight =
1420 PCF
OD,of barrel exiting manhole-
48500 'inches
Size,of drain pipe (if present) =
8 0 inches,
Trash Rack water displacemeni =
52 67 CF
Concrete Present in Riser Structure =5
Total amount of concrete
Base of Riser =
32,000 CF
Riser Walls =
49 500 CF
Adjust for openings
52 670 CF
Opening for barrels=
6283 CF
Opening for drainpipe =
`0 175 CF
Total Concrete present, adjusted for openings =
75.042 CF
Weight of concrete present =
10656 ibs
Amount of water displaced by Riser Structure =>
Displacement by concrete =
75 042 CF
Displacement by open air in riser =
88 000 CF
Displacement by trash rack =
52 670 CF
Total water displaced by nser/barrel' structure =
215.712 CF
Weight of water displaced' =,
13460 16s
Note: NC Products lists unit-wt of
manhole,concrete at 142 PCF
KILDARE CROSSING STO_RM_WATER,MANAGEMENT FACILITY W J ALLEN,.PE, CFM
AWH -12050 Anti- Flotation Block Calculations 4/14/2014
Calculate amount of concrete to be added to riser =>
Safety factor to use =
Must,add =
Concrete unit weight for use =
Buoyant weight of this concrete =
Buoyant, with safety factorrapplied =
Therefore, must add =
Standard based described,above =
Therefore, base design must have =
Calculate size, of base for riser assembly =>
Length ='
Width =
Thickness =
Concrete Present =
Check validity of base,as designed—
Total Water Displaced =
Total Concrete Present =
Total Water Displaced =
Total Concrete Present =
Actual safety factor
Results of desigm => -
1 15 (recommend 1 I S ,or higher)
4824 fbs,concrete for buoyancy
142 PCF (note above observation for NCP concrete)
79 60 PCF
69 22 PCF
69 686,CF of concrete
32 000 CF of concrete
101 686 CF of concrete
8'000 feet,
8'000 feet
20 0 inches
106 667 CF OK
290 379 CF
149 709 CF
19120 120 lbs
21259`lbs
FRAKIIC1
Base length =
8.00 feet
Base width =
8.00 feet
Base Thickness =
20.00 inches
CY of concrete total in base =
3.95 CY
Concreteiunit weight in added base=
142 PCF
61
Proj ect
Project No.
Outlet ID
Flow, Q10_Y,
Slope, S
Pipe Diameter, D,,
Pipe Diameter, D,,
Number of pipes
Pipe separation
Manning's n
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
KILDAIRE CROSSING Date 4/14/2014
AWH -12050 Designer JCA
SWMF'B'
I
Diameter
Thickness
0.27
cfs
2.13
%
24
inches
2.0
feet
1
0
feet
0.013
3 in.
Zone from graph above =
I
Diameter
Thickness
Outlet pipe diameter
24 in.
Length =
8.0 It.
Outlet flowrate
0.3 cfs
Width =
6.0 It.
Outlet velocity
3.2 ft/sec
Stone diameter =
3 in.
Material =
Class A
Thickness =
9 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class
13
22
8 x D(o)
3 x D(o)
4
Class I
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full -flow velocity
Rip Rap Outlet Protection Design.xlsm4 /14/2014
STORMWA TER MANA,GEME` NT FACILITY `C'
DESIGN CAL CULATIO1iNS
KILDAIRE CROSSING
AWH -12050
`KILDAIRE,CROSSING STORMWATER MANAGEMENT FACILITY'C'
AWH -12050 SSFxnAbove NP
}STAG E;STOR AGE FUTI ON,f1BOV EiN ORNIA`L�PO,OL`^
Ks = 9476
6 = 1 1628
J ALLEN, PE, CFM
4/14/2014
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
529
(CF)
(feet)
40600
000
7,395
40650
050
9,811
8603
4302,
4302
0 51
40800
200
11,890
10851_
16276
20577
1 95
41000
400
14 444
12128
42446
46748
3 95
41200
600
17,058
14474
57896
78473
6 16
Ks = 9476
6 = 1 1628
J ALLEN, PE, CFM
4/14/2014
KILDAIRE CROSSING STORMWATER MANAGEMENT FACILITY 'C'
AWH -12050 SSFxn Main Poo!
STAGE - STORAGE FUNCTION - MAIN POOL
Contour
(feet)
Stage
(feet)
Contour
Area
(SF)
Average
Contour
Area
(SF)
Incremental
Contour
Volume
5.29
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S -S Fxn
(feet)
398.00
0.00
598
14000
U 12000
400.00
2.00
1,305
952
1903
1903
2.04
402.00
4.00
2,118
1712
3423
5326
3.85
404.00
6.00
3,072
2189
8754
10657
5.91
405.50
7.50
3,884
3001
10504
15830
7.55
406.00
8.00
5.230
4557
2279
18108
8.20
20000
18000
Storage vs. Stage
—
•
y = 597.4x' 621
16000
RZ = 0.997
14000
U 12000
10000
ro 8000
h
6000
4000
2000
0
0.00
2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = 597
b = 1.6215
J. ALLEN, PE, CFM
4/14/2014
KILDAIRE CROSSING
STORMWATER MANAGEMENT FACILITY'C' J. ALLEN, PE, CFM
AWH -12050
615
2458
SSFxn Forebay
4/14/2014
STAGE - STORAGE FUNCTION
- FOREBAY
1.454
1000
3500
4492
7.51
406.00
8.00
Estimated
1810
Average
Incremental Accumulated
8.14
Contour
Contour
Contour Contour
Stage
Contour Stage
Area
Area
Volume Volume
w/ S -S Fxn
(feet) (feet)
(SF)
(SF)
5.29 (CF)
(feet)
398.00 0.00
20
0.00
2.00 4.00 6.00 8.00 10.00
400.00 2.00 213 117 233 233 2.04
402.00 4.00 546 380 759 992 3.86
404.00
6.00
1,016
615
2458
2691
5.99
405.50
7.50
1.454
1000
3500
4492
7.51
406.00
8.00
2.165
1810
905
5397
8.14
3000
Ks= 46.4
b = 2.2676
Storage vs. Stage
6000
5000
y = 46.42x1267
Rz = 0.998
4000
U
3000
2000
1000
0
0.00
2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks= 46.4
b = 2.2676
KILDAIRE CROSSING STO_RMWATER MANAGEMENT FACILITY'C'
AWH -12050 Volume Calculation
TOTAL VOLUME ^OFjFACILiyT�]',;:;'"-3W
Volume of Main Pool = 18,108
cf
Volume of Forebay = 5,397
cf
Total Volume;Below NWSE = 23,505
cf
= 054
acre -ft
Total Volume Above NWSE = 78,473 cf
180 acre -ft
Total Volume of Facility = 101,978 cf
234 acre -ft
FOREBA�PERCENT?1GE OF�P„�ERMANENT�PEOOL V,OLYJI!'�� °N .
Per NCDWQ „design.guidehnes„ the forebay volume�shouldxqual approximately 20% of the
totalpermanent pool volume
Total Volume Below NWSE = 23,505 cf
Volume of Forebay = 5,397 cf
% Forebay = 23 0%
A�VERtf GEDEPTAWF POND
Total Volume.Below NWSE = 23,505 cf
Surface Area at -NWSE = 7;395 sf
Average Depth = 3 18 ft
J ALLEN, PE, CFM
4/14/2014
KIL'DAIRE,CROSSING STORMWATER MANAGEMENT FACILITY'C'
AWH -12050 Surface Area Calculation
WET DETENTIONTI SIN SU RYA:
From Stormwater Best Management Practices Manual NCDENR' Division of Water Quality, 1999
Enter the drainage area characteristics =>
Total drainage area to pond = 867 acres
Total impervious area to pond = 267 acres
'Vote The basin must be sized to treat all impervious surface runoff draining into the pond, notjust.the impervious
surface from on -site development
Drainage area = 8.67 acres @ 30.8% impervious
Estimatelhe°surface aped required at pond normal pool elevation =>
Wet Detention Basins are based on,an minimum average depth of = 3.18 feet (Calculated)
From the DWQ BMP Handbook (1999), the required SA%DA ratio for
90% TSS Removal =>
30
318
35
Lower Boundary => 300 1 90
1 80
Site % impervious => 308 1.95
1:91
1 84
Upper Boundary => 400 250
230
Therefore, SA/DA required =
1.91
Surface area required at normal pool =
7,208
ftZ
=
017
acres
Surface arealprovided atnormal pool =
7,395
ft2
J ALLEN, PE, CFM
4/14/2014
KILDAIRE CROSSING STORMWATER MANAGEMENT FA_ CILITY'C'
AWH -12050 WQv Calculation
{ DETERMINATIO "NOFWATER�QUAIITcYsVdOIiME"
WQ v = (P) (R v)(A) /12
where,
WQv= water quality volume �(m,acre -ft; 5 -29
Rv= 0,05 +0 009(I) where I is percent u 24,1
A-= area in acres
P = rainfall (in inches)
Input data:
9476
Total area, A =
867 acres
Imperviousiarea =
267 acres
Percent impervious, cover, I =
308 %
Rainfall, P =
1 00 inches
Calculated values:
Rv= 033
W,Qv = 024 acre -ft
= 10293 cf
4ASSOCLiff,=E DEPrHxIN;P,OND
-
WQv= 10293 cf
Stage /Storage Data:
Ks =
9476
b =
1 163
Zo =
40600
Volume in 1" rainfall =
10293 cu It
Calculated values:
Depth of WQv in Basin = 107 ft
1288 inches
Elevation = 40707 ft
J ALLEN, PE, CFM
4/14/2014
KILDAIRE, CROSSING STORMWATER MANAGEMENT FACILITY'C' J ALLEN, PE, CFM
AWIA-12050 WQUDrawdown Calculation 4/14/2014
DRAWDOWN Sl IPHON�DESIG
D onfice =
# orifices =
Ks =
b=
,Cd siphon =
Normal Pool "Elevation—
Volume @ Normal Pool =
Orifice Invert-
WSEL @' I" Runoff Volume =
1 75 inch
1
9476
1 1628
060
406 00 feet
O.cf
406,00 feet
40707 feet
529
241
WSEL
feet
Vol. Stored
c )
Siphon Flow
(cfs)
Avg. Flow
cfs
Incr. Vol.
c
Incr: Time
sec
40707
10293
0 080
40698
9269
0 077
0 078
1024
13060
40689
8260
0 073
0 075
1009
13534
40680
7268
0 068
0 070
992
14085
40670
6295
0 064
0 066
973
14737
40661
5343
0 059
0 061
952
15527
40652
4414
0 054
0 056
929
16517
406 43
3512
0 048
0 051
902
17814
40633
2641
0 041
0 044
871
19637
40624
1809
0 033
0637,
832
22519
40615
1029
0 022
0 027
780
28404
Drawdown Time = 2104 days
By comparison, if calculated'by the average head over,the.onfice
(assuming averagelhead ts�halfthe total depth), the,result would be
Average driving head on onfice = 0 500 feet
Orifice composite loss coefficient = 0 600
Cross - sectional area of siphon = 0 017 sf
Q= 0 0569 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2'09 da s
IN McADAMS
Kildaire Crossing
Subsection: Elevation -Area Volume Curve
Label: SWMF C
Elevation Planimeter Area Al +A2 +sqr
(ft) (ftz) (acres) (A1 *A2)
(acres)
Return Event: 1 years
Storm Event: 1 year
Volume Volume (Total)
(ac -ft) (ac -ft)
40600
0�o
0.17
000
0.000
0.000
40650
0'�0
0.23
059
0.098
0.098,
408.00
00
027
075
0 373
0 471
410:00
00
033
091
0 604
1 075
412.00
0.0
039
168
0.722
1.797
,faire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
'J MCADAMS
W11dair® Crossing
Subsection: Outlet Input Data
Label, SWMF C
'Requested Pond Water=Surface,Elevations'
Minimum (Headwater) 406.00 ft
Increment (Headwater,) 0.10 ft
Maximum (Headwater) 412.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1
(ft)
Return 'Event: 1 years
Storm Eyent: 1' year
E2'
(ft)
Inlet Box
Riser
Forward, '
' Culvert
41'0 25
412:00
Orifice- Circular
Siphon
Forward,
Culvert
40600
412.00
Culvert - Circular
Culvert
Forward,
TW
405.00
412.00
Tailwater Settings
Tailwater
(N /A)
(N/A)
darp,Cressing J tAldridgp, Pq
AWH -12050 ppc 4/4`4/2014
r
'J MCADAMS
Kildaire Crossing
Subsection: Outlet Input Data
Label: SWMF C
Structure ID Culvert
Structure Type Culvert- Circular
Number of Barrels
1
Diameter
24 00 In
Length
45 00 ft
Length (Computed Barrel)
4501 ft
Slope (Computed)
0 022 ft/ft
Outlet Control Data
Manning's n
0 013
Ke
0.500
Kb
0 012
Kr
0 000
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
20000
C
00398
Y
0'6700
T1 ratio (HW /D)
1.149
T2 ratio (HW /D)
1 296
Slope Correction Factor
-0500
Use unsubmerged Inlet control O equation below T1
elevation
Use submerged inlet'contro140,equatlon above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control,
Interpolate,between flows at T1 '& T2
Return Event: 1 years
Storm Event: 1 year
TI Elevation 407 30 ft T1 Flow 15 55 ft3 /s
T2 Elevation 407 59 ft T2 Flow 17 77 ft3 /s
,dace Crossing
AWH -12050 ppc
J Aldridge, PE
4/14/2014
'J MCADAMS
Kildair® Crossing
Subsection: Outlet Input Data
Label: SWMF C
Structure ID Riser
Structure Type Inlet Box
Number of Openings
1
Elevation
410 25 ft
OnficeArea
160 ftz
Orifice Coefficient
0 600
Weir Length
16 00 ft
Weir Coefficient
3.00 (ft ^0 5) /s
K Reverse
1.000
Manning's n
0 000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Maximum Iterations
Structure ID Siphon
Structure Type Orifice - Circular
Number of Openings
1
Elevation
406.00 ft
Orifice Diameter
1.75 in
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0 03 It
(Minimum)
Tailwater Tolerance
0 50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
'Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3 /s
Flow Tolerance (Maximum)
10.000 ft3 /s
Return Event: 1 years
Storm Event: 1 year
idaire�Crossing J Aidridge;'PE
AWH- 12050'ppo 4/14/2014
'!JI MCADAMS
Subsection:' Composite Rating Curve
Label: SWMF C
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /S)
(ft)
Kiideire Crossing
Tailwater Elevation Convergence Error
(ft) (ft)
Return Event: 1 years
Storm Event: 1 year
Contributing Structures
40600
000
(N /A)
0:00
(no Q Riser, Siphon,Culvert)
40610
001
(N /A)
000
Siphon,Culvert (no Q: Riser)
40620
003
(N /A)
000
Siphon,Culvert (no Q Riser)
40630
004
(N /A)
000
Siphon,Culvert (no Q: Riser)
40640
005
(N /A)
000
Siphon,Culvert (no Q: Riser)
40650
005
(N /A)
0.00
Siphon,Culvert (no,Q Riser)
40660
006
(N /A)
000
Siphon,Culvert (no Q: Riser)
40670
006
(N /A)
000
Siphon,Culvert (no Q• Riser)
406.80
0.07
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
40690
0.07
(N /A)
0.00
Siphon,Culvert (no Q Riser)
407.00
0.08
(N /A)
0.00
Siphon,Culvert (no Q. Riser)
40710
008
(N /A)
000
Siphon;Culvert (no Q• Riser)
40720
008
(N /A)
0.00
Siphon,Culvert (no Q. Riser)
40730
0.09
(N /A)
060
Siphon,Culvert (no -Q Riser)
40740
009
(N /A)
000
Siphon,Culvert (no Q Riser)
407.50
0.10
(N /A)
000
Siphon,Culveit (no Q: Riser)
40760
0.10
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
40770
0.10
(N /A)
000
Siphon,Culvert (no Q: Riser)
40780
0 10
(N /A)
000
Siphon,Culvert (no Q Riser)
40790
0 11
(N /A)
000
Siphon,Culvert (no Q Riser)
40800
0.11
(N /A)
0.00
Siphon,Culvert (no Q Riser)
40810
Oil
(N /A)
000
Siphon;Culvert (no Q: Riser)
408,20
0 12
(N /A)
0.'00
Siphon,Culvert (no Q Riser)
40830
0 12
(N /A)�
0.00
Siphon,Culvert (no Q Riser)
40840
01-2
(N /A)
000
Siphon;Culvert (no,Q Riser)
408.50
0 12
(N /A)
000
Siphon;Culvert (no Q Riser)
40860
0 13
(N /A)
0.00
Siphon;Culvert, (no Q Riser)
40870
0 13
(N /A)
000
Siphon,Culvert (no,Q ,Riser),
408.80
013
(N /A)
000
Siphon,Culvert (no Q Riser)
40890
0.14
(N /A)
�0 00
Siphon,Culvert (no Q. Riser)
40900
014
(N /A)
'0.00
Siphon,Culvert (no Q. Riser)
409.10
0,14
(N /A)
0.00
Siphon,Culvert (no Q Riser),
40920
0114
(N /A)
0.00
Siphon,Culvert (no Q Riser)
409.30'
0 15
(N /A)
000
Siphon,Culvert (no Q Riser)
409.40
0 15,
(N /A)
0.00
Siphon,Culvert (no Q• Riser)
409.50
0:15,
(N /A)
000
Siphon,Culvert (no Q. Riser)
409.60
015
(N/A),
000
Siphon,Culvert (no Q: Riser)
40970
0 15
(N /A)
0.00
Siphon,Culvert (no Q• Riser)
40980
0'16
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
40990
016
(N /A)
000
Siphon,Culvert (no Q Riser)
41000
016
(N /A)
0.00
Siphon,Culvert (no Q• Riser)
410.10
0.16
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
410.20
0.16
(N /A)
000
Siphon,Culvert (no Q: Riser)
'idaire Crossing
AWH -12050 ppc
J Aldridge, PE
4/14/2014
M McADAMS
Subsection: Composite Rating Curve
Label: SWMF C
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
41025
41030
41040
41050
41060
41070
410.80
41090
41100
41110
41120
41130
411.40
41150
411.60
41170
411.80
41190
41200
,daire Crossing
AWH -12050 ppc
Kildaire Crossing
Return Event• 1 years
Storm Event* 1 year
J Aldrndge,,PE
4/14/20,14
Tailwater Elevation
Convergence Error
Contributing Structures
(ft)
(ft)
0.16
(N /A)
000
Siphon,Culvert (no Q Riser)
070
(N /A)
000
Riser, Siphon,Culvert
296
(N /A)
0.00
Riser, Siphon;Cuivert
616
(N /A)
0.00
Riser;Siphon,Cuivert
10.09
(N /A)
000
Riser,Siphon;Culvert
1463
(N /A)
000
Riser;Siphon,Culvert
19.72
(N /A)
0.00
Riser,Siphon,Culvert
25.25
(N /A)
000
Riser,Siphon;Culvert
31.23
(N /A)
000
Riser; Siphon,Culvert
3444
(N /A)
0.00
Riser,Culvert (no Q•, Siphon)
3480
(N /A)
000
Riser,Culvert (no Q. Siphon)
35 15
(N /A)
000
Riser,Culvert (no Q• Siphon)
35.50
(N /A)
000
Riser,Culvert (no Q. Siphon)
3585
(N /A)
000
Riser,Culvert (no Q: Siphon)
36.19
(N /A)
000
Riser,Culvert (no Q: Siphon)
3653
(N /A)
0.00
Riser,Culvert (no Q Siphon)
36:87
(N /A)
0.00
Riser,Culvert (no Q: Siphon)
37 21
(N /A)
000
Riser,Culvert (no Q Siphon)
3754
(N /A)
000
Riser,Culvert (no Q Siphon)
J Aldrndge,,PE
4/14/20,14
'J McADAMS
kildairo, Crossing
Subsection: Level Pool Pond Routing,Summary
Label- SWMF,C (IN);
'Infiltration
407 99 ft
Infiltration Method
No Infiltration
,(Computed)
0 468,acift,
Initial,Conditiobs'
Elevation ('Water,surface,
406.00 ft
Initial)
0.570, ac -ft
Volume (Initial)
0 000 ac -ft
Flow (Initial Outlet)
0'00`ft3 /s
Flow °(Initial Infiltration)
0:00 ft3 /s,
Flow °(Initial, Total)
0 00 ft3 /s
Time Increment
1 000' mih
`Return Event, 1 years
Storm Event: 1, year
Inflow /Outflow Hydrograph Summary
Flow (Beak „fn) 11:16 ft3 /s Time to Peak (Flow; In) 7,22 -.000 min
Flow (Peak,Outlet) 0:11`ft3 /s Time to Peak (Flow; Outlet) '1,440:000 min
Elevation (Water °Surface;
407 99 ft
Peak)
Volume (Peak)
0 468,acift,
Mass,Balance (ac --ft)
Volume,(Initlal)'
0 000 ac -ft
Volume. (Total Inflow)
0.570, ac -ft
Volume (Total Infiltration)
0.000 aceft
Volume (Total Outlet
0 102,ac -ft
Outflow)`
Volume, (Retained)
0 467,ac 7ft
Volume (Unrouted)
0 000 ac-ft
Error (Mass Balance)
00%
,daire,Crossing J Aldridge,,PE
AWH 112050 p"pc' 4/14'12014
'J MCADAMS
Kildaire Crossing
Subsection: Level Pool Pond Routing Summary
Label: SWMF C (IN)
Infiltration
0 000 ac -ft
Infiltration Method
No Infiltration
(Computed)
0 000 ac -ft
Initial, Conditions
0 125 ac -ft
'Elevation (Water 'Surface,
406 00 ft
Initial)
0 716 ac =ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /S
Flow (Initial Infiltration)
0 00 ft3 /S
Flow (Initial, Total)
0 00 ft3 /S
Time Increment
1 000 min
Inflow /Outflow Hydrograph Summary
Return Event: 2 years
Storm Event: 2 year
Flow (Peak In) 16:79 ft3 /S Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 0 13 ft3 /s Time to Peak (Flow, Outlet) 1,440 000 min
Elevation (Water Surface, 408.86 ft
Peak)
Volume (Peak) 0 716 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0 000 ac -ft
Volume (Total Inflow)
0 841 ac -ft
Volume (Total Infiltration)
0 000 ac -ft
Volume (Total Outlet
0 125 ac -ft
Outflow)
Volume,(Retamed)
0 716 ac =ft
Volume (Unrouted)
0 000 ac -ft
Error (Mass Balance)
00%
Jaire Crossing J Aidndge, PE
AWH -12050 ppc 4/14/2014
'J MCADAMS
Kildaire Crossing
Subsection: Level Pool Pond Routing Summary
Label: SWMF C (IN)
Infiltration
Infiltration, Method
No Infiltration
(Computed)
1.302 ac -ft
Volume (Total Infiltration)
0 000 ac -ft
Initial Conditions
0.154 ac -ft
Elevation (,Water'Surface,
406 00 ft
Initial)
1 148 ac -ft
Volume (Initial)
0 000 ac -ft
Plow (Initial Outlet)
0 00 ft3 /s
Flow (Initial Infiltration)
000 ft3 /s
,Flow (Initial, Total)
0 00 ft3 /s
Time Increment
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 5 years
Storm Event' 5 year
Flow (Peak.In) 24 42 ft3 /s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 0.16 ft3 /s Time to Peak (Flow, Outlet) 1,440 000 min
Elevation (Water Surface, 410.22 ft
Peak)
Volume (Peak) 1.149 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0 000 ac -ft
Volume (Total Inflow)
1.302 ac -ft
Volume (Total Infiltration)
0 000 ac -ft
Volume (Total Outlet
0.154 ac -ft
Outflow)
Volume (Retained)
1 148 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
00%
Jdaire Crossing J Aldndge, PE
AWH -12050 ppc 4/14/2014
MCADAMS
K11daifra Cr6ssihil
Subsection: Level'Pool Pond �Routing Summary
Label: SWMF C (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
,Return Event, 10,years
Storm Event:; 10 year
Elevation (Water Surface;
40600 ft
Initial)
1 696,ac =ft
Volume (Initial) -
10 000 ac -f't
Flow (Initial Outlet)
0 ^00 ft3 /s,
Flow (Initial' Infiltration)
0 Wft3 /s'
Flow (Initial, Total)
0100 ft3 /s1
Time Increment
1 000 min
Inflow /Outflow Hydrograph�Summary
001%
Flow (Peak I6)
'30 85 ft3 %s Time to Peak, (Flow, In) 721.000 min
Flow (Peak Outlet)
1.27 ft3 7s Time to,Peak (Flow,, Outlet) 901 000 min
Elevation (Water, Surface,
410 33'ft
Peak)
Volume j (Peak)
1 184 ,ac -ft
Mass Balance (ac -ft)
volume�(Imitial)
0 000 ac -ft
Volume (Total Inflow)
1 696,ac =ft
Volume (Total Infiltration)
0.000,ac =ft
Volume (Total Outlet
0 528',ac -ft
Outflow,)
Volume, (Retained)
1 167 ac -ft
Volume (Unrouted)
70.001,ac -ft
Error (MassBalance)
001%
daire Crossing, J Aldridge, PE
AWH -12050 ppc 4/14/20,14
Kildaire Crossing
Subsection. , Level Pool Pond Routing Summary
Label ,SWMF ,C (IN)
Infiltration
Infiltration Method No Infiltration
(Computed) -
Initial Conditions
Eleyatlon,(Water Surface, 406 00 ft
Initial)
'Volume (Initial) 0,000 ac -ft
Return Event: 25 years
Storm Event: 25 ,year
Flow (Ihitlal,0utlet)
0 00 ft3 /s
Flow (Initial Infiltration)
0 00'ft3 /s
Flow (Initial, Total)
0 00 ft3 /s
Time Increment
1:000 min
Inflow /Outflow "Hydrograph Summary
1 1 +71 ac -ft
F16 (Peak In)' 38 87 ft3 /s Tlme,zto Peak (Flow; In) 721 000 rnia
Flow (Peak Outlet) 5.98 ft3 /s� Time,to, Peak (Flow, Outlet) 755,000 ruin'
Elevation (Water Surface, '410.49 ft
Peak), -
Volume (Peak) 1.243 ac -ft
Mass Balance (ac -ft)
Volume ,(Initial) 0 1000 ac -ft
Volume (Total Inflow)
2 265 ac-,ft
Volume (Total Infiltration)
0:000 acsft
Volume (Total,0utlet
1 093 ac -ft
Outflow)
Volume (Retained)
1 1 +71 ac -ft
'Volume (Unrouted)
-0001 ac -ft
'JError(Mass Balance) 0.0 %
daire3Crossing J,A1dndge, PE
AWH' -12050 ,ppc, 4/,14/2014
'21 MCADAMS
Kildeiire Crossing
Subsection: ;Le"vel Pool Pond Routing Summary
Label: SWMF °'C (SIN)
Infiltration
InfiltrationAethod
No Infiltration
(Computed)
3 223 ac =ft
Volume (Total Infiltration)
0 000,ac,ft
Initial,Conditions
3.205 ,ac -ft
Elevation (Water - Surface,
41'0 25 ft
Inibal)-
'1.177 ,ac -ft
Volumf (Initial)
1159.ac =ft
Flow (Initial Outlet)
0 100 ft3 %s
Flow (Initial Infiltration)
000 ft3 /s
Flow (Initial, Total)
0`00 ft3 /s
Time Increment
1.000 min
Return Event: 100'years
Storm Event: 100 year
Inflow /Outflow Hydrograph Summary
Flow�(Peak.In) 50 15 ft3 %s Time to Peaki(Flow, In) 7-21000 min
Flow '(Peak,Outlet) 34.70103 s Time to Peak ^(Flow, Outlet) 725 000 min
Elevation (Water Surface, 411 -18 °ft
Peak)
Volume (Peak) 1485 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
1 159,ac =ft
Volume (Total Inflow)
3 223 ac =ft
Volume (Total Infiltration)
0 000,ac,ft
Volume (Total Outlet
3.205 ,ac -ft
Outflow)
Volume (Retained)
'1.177 ,ac -ft
Volume (Unrouted)
-0 001 ac -ft
Error (Mass Balance)
0'0
daire Crossing J Aldridge, PE
"AWH- 12050,ppc 4/14/2014
'J MCADAMS
Kildalre Crossing
Subsection: Outlet Input Data
Label: SWMF C -WC
Requested Pond WaterSurface Elevations
Return Event- 100 years
Storm Event: 100 year
Minimum (Headwater,) 406 00 ft
Increment (Headwater) 0.10 ft
Maximum (Headwater) 412.00.,ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser
Forward
I Culvert
410.25
412.00
Culvert- Circular
Culvert
Forward
I
TW
405.00
41200
Tailwater Settings
Tailwater
I
(N /A)
(N /A)
,idaire Crossing J Aldridge, PE
AWH -12050 ppc 4/14/2014
l
'J McADaMs
1C1111deire Crossing
Subsection: Outlet Input Data
Label: SWMF C -WC
Structure ID Culvert
Structure Type Culvert- Cftular
Number of Barrels
1
Diameter
24 00 in
Length
45.00 ft
Length (Computed Barrel)
4501 ft
Slope (Computed)
0 022 ft/ft
Outlet Control Data
Manning's n
0 013
Ke
0.500
Kb
0 012
Kr
0 000
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
0.0398
Y
0.6700
T1 ratio (HW /D)
1 149
T2 ratio (HW /D)
1 296
Slope Correction Factor
-0500
Use unsubmerged Inlet control "0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control,
Interpolate between flows at T1 & T2
Return Event: 100 years
Storm Event: 100 year
TI Elevation 407.30 ft T1 Flow 15 55 ft3 /s
T2 Elevation 407 59 ft T2 Flow 17 77 ft3 /s
tldaire Crossing
AWH- 12050,ppc
J Aldridge, PE
4/14/2014
.s
Kiidni re Crossing
Subsection : Outlet Input Data
Label: SWMF CkKC-
Structure ib, 'Riser
Structure Type Inlet Box
'Number of,Openings
1
Elevation
410 25 ft
Orifice Area
-16.'0 ,ft?
Onfice Coefficient
0:600
Weir-Length
16 00 ft
Weir, Coefficient
3 00 (ft"0'5) /s
K Reverse
1.000
Manning!s n
0000
Kev; Charged Riser
0-000
Weir iSubmergence,
False
Orifice H to crest
False
Structure ID TW
Structure Type TVV'Setup, DS Channel
Tailwater Type,
Free Outfail
Convergence Tolerances
Maximum Iterations
30
Tailwater'Toleranee
0:01 ft
(Minimum)
Tailwater`Tolerance,
0:50 ft
(Maximum)
Headwater Tolerance
0,01 ft
(Minimum)
Headwater Tolerance
0 501ft
(Maznnum)
Flow Tolerance (Minimum)
0 001 °ft3 /s,
Flow Tolerance'(Maximum)
10 O00'ft3 /s
Return Event: 100 years
Storm Event: 100 year
idai�e,Cr ssing J Altlndge,'PE
'AWW12050 ppc 4/1.4/2014
'J McADAMS
Subsection- Composite Rating Curve
Label: SWMF C -WC
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
Kildsir® Crossing
Return Event: 100 years,
Storm Event: 100 year
Tailwater Elevation Convergence Error Contributing Structures
(ft) (ft)
406.00
000
(N /A)
000
(no Q: Riser,Culvert)
406.10
000
(N /A)
000
(no Q: Riser,Culvert)
406.20
000
(N /A)
000
(no Q: Riser,Culvert)
406 -30
000
(N /A)
000
(no Q: Riser,Culvert)
406.40
0.00
(N /A)
0.00
(no Q* Riser,Culvert)
406.50
0.00
(N /A)
0.00
(no Q Riser,Culvert)
40660
0.00
(N /A),
0.00
(no Q Riser,Culvert)
-40670
0.00
(N /A)
000
(no Q Riser,Culvert)
,40680
0.00
(N /A)
000
(no Q: Riser,Culvert)
406.90
000
(N /A)
0.00
(no Q• Riser,Culvert)
407.00
000
(N /A)
0.00
(no Q• Riser;Culvert)
407.10
' 0.00
(N /A)
0,00
(no Q: Riser,Culvert)
40720
000
(N /A)
0:00
(no Q. Riser;Culvert)
40730
000
(N /A)
0'00
(no Q. Riser;Culvert)
40740
000
(N /A)
0:00
(no,Q* Riser;Culvert)
407.50
0.00
(N /A)
0.00
(no Q Riser,Culvert)
407.60
0.00
(N /A)
000
(no Q. RiseryCulvert)
40770
0.00
(N /A)
000
(no Q: Riser,Culvert)
407.80
0.00
(N /A)
000
(no Q: Riser,Culvert)
40790
000
(N /A)
0.00
(no Q: Riser,Culvert)
40800
000
(N /A)
000
(no Q Riser,Culvert)
40810
0.00
(N /A)
000
(no Q. Riser,Culvert)
40820
000
(N /A)
0.00
(no Q Riser,Culvert)
40830
000
(N /A),
0.00
(no Q Riser,Culvert)
408:40
0.00
(N /A)
000
(no Q: Riser,Culvert)
40850
000
(N /A)
000
(no,Q Riser,Culvert)
40860
000
(N /A)
0.00
(no Q• Riser,Culvert)
40870
000
(N /A)
000
(no,Q- Riser,Culvert)
40880
0100
(N /A)
000
(no Q. Riser,Culvert)
408.90
0100
(N /A)
0.00
(no Q• Riser;Culvert)
409.08
0:00
(N /A)i
0'00'
(no,Q. Riser;Culvert)
409 1'0
0:00'
(N /A)
000
(no Q: Riser,Culvert)
40920
000
(N /A);
0.00
(no Q. Riser;Culvert)
40930
000
(N /A)
000
(no,Q Riser,Culvert)
40940
0:00
(N /A)
000
(no Q. Riser,Culvert)
409.50
0.00
(N /A)
000
(no Q: Riser,Culvert)
409.60
000
(N /A)
000
(no Q: Riser,Culvert)
409.70
000
(N /A)
0 00
(no Q Riser,Culvert)
40-980
0.00
(N /A)
000
(no Q Riser,Culvert)
409.90
0.00
(N /A)
000
(no Q• Riser,Culvert)
410.00
000
(N /A)
000
(no Q: Riser,Culvert)
410.10
000
(N /A)
000
(no Q• Riser,Culvert)
41020
000
(N /A)
000
(no Q Riser;Culvert)
daire Crossing
AWH -12050 ppc
J Aldridge, PE
4/14/2014
991 MCADAMS
Subsection: Composite Rating Curve
Label: SWMF C--WC
(ft)
Composite Outflow, Summary
Water Surface Flow
000
Elevation (ft3 /s)
(N /A)
(ft)
Riser,Culvertf
410.25
&00
000
41030
000
0.54
41040
000
2.79
41050
000
600
410.60
000
994
41070
000
14.50
41080
000
19.57
410' 90
000
25 15
41-100
0.00
31 17
41,110
0.00
3443
41120
0.00
3479
41130
000
35 15
41140
000
35 50
411.501
0:00
3585
41160
0.00
3619
41-170
000
3653
411.80
000
36.87
411.90
37.21
I 412.00
37.54
Jane Crossing
,AWH -12050 ppc
r
Kildaire Crossing
Return Event, 100 years
Storm Event: 100 year
Tadwater Elevation
Convergence'Error
Contributing Structures
(ft)
(ft)
(N /A)
000
(no Q Riser,Culvert)
(N /A)
000
Riser,Culvertf
(N /A)'
&00
Riser - ;Culvert
(N /A)
000
Riser,Culvert
(N /A)
000
Riser,Culvert-
(N/A)
000
Riser,Culvert
(N /A)
000
Riser,Culvert
(N /A),
000
Riser,Culvert
(N /A)
000
Riser,Culvert
(N /A)
000
Riser,Culvert
(N /A)
0.00
Riser,Culvert'
(N /A)
0.00
Riser,Culvert
(N /A)
0.00
Riser,Culvert
(N /A)
000
Riser;Culvert
(N /A)
000
Riser,Culvert
(N /A)
0:00
Riser,Culvert
(N /A)
0.00
Riser,Culvert
(N /A)
000
Riser,Culvert
(N /A)
000
Riser,Culvert
J Aldridge, PE
4/14/2014
.qJ MCADAMS
Kildalr® Crossing
Subsection: Level Pool Porid Routing Summary
Label: SWMF C (IN)
Infiltration
410 72 ft
Infiltration Method
No Infiltration,
(Computed)
1.321 ac -ft
Initial Conditions
Elevation (Water Surface,
406 00 ft
Initial)
3.223 ac -ft
Volume (Initial)
0 000 ac -ft
Flow (Initial Outlet)
0 00 ft3 /s
Flow (Initial Infiltration)_
0 00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.000 min
Return, Event: 100 years
Storm Event: 1001year
Inflow /Outflow Hyd�rograph'Summary
Flow (Peak In) 50.15 ft3 /s Time to Peak (Flow,`In) 721.00&mm
Flow (Peak Outlet) 15.64 ft3 /s Tme,to Peak,(Flow; Outlet), 751.000,min
Elevation (Water Surface;,
410 72 ft
Peak)
Volume (Peak)
1.321 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0 000 ac -ft
Volume (Total Inflow)
3.223 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
2 049 ac -ft
Outflow)
Volume (Retained)
1.173 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error'(Mass Balance)
0.0%
daire Crossing ,J Aldridge, PE
AWH -12050 ppc 4/14/2014
KILDAIRE CROSSING STORMWATER MANAGEMENT FACIL_ITY'C' J ALLEN, PE, CFM
AWH -12050 Ant: - Flotation Block Calculations 4/14/2014
Input Data =>
Inside length of riser =
400 feet
Inside width,of riser =
400 feet
Wall thickness of riser =
600 inches
Base thickness of riser =
600 inches
Base length of riser =
800 feet
Base widthdof riser =
800 feet
Inside height of Riser =
5 25 feet
Concrete umt'weighf=
142 0 PCF
OD of barrel exiting manhole =
24 00 inches
Size of dram pipe (if present)—
80 inches
Trash Rack water, displacement =
5267 CF
Concrete Present in Riser Structure =>
Total amount of concrete
Base of Riser =
32 000 CF
Riser Walls =
47 250 CF
Adjustfor openings
52 670 CF
Opening for barrel=
1 571 CF
Opening for dram pipe =
0 175 CF
Total Concrete present, adjusted for openings =
77.505 CF
Weight of concrete present'=
11006 lbs
Amount of water displaced, by Riser Structure =>
Displacement by concrete =
77 505 CF
Displacement by,open air „m riser ='
84 000 CF
Displacement by trash radk =
52 670 CF
Total water displaced by r'iser/barrel structure=
214.175 CF
Weight of water displaced =
13364 lbs
Note: NC Products lists unit wt of
manhole concrete at 142,PCF
KILDAIRE CROSSING STOR_ MWATER MANAGEMENT FACILITY 'C' J ALLEN, PE, CFM
AWH -12050 Anti- Flotation Block Calculations 4/14/2014
Calculate,amountbf concrete to,be added toxiser —
Safety factor to use =
Must add =
Concrete unit weight for use =
Buoyant weight of this concrete =
Buoyant, with safety factor applied =
` Therefore, must,add =
Standard based described above =
Therefore;,base design must1have =
Calculate size of base for riser assembly =>
Length=
Width =
Thickness =
Concrete Present =
Check validity of base as designed =>
Total Water Displaced =
Total Concrete Present =
Total Wafer Displaced =
Total Concrete Present =
Actual safety factor
Results of design =>
1 15 (recommend 1 15 or higher)
4364 lbs concrete for buoyancy
142 PCF (note above observation for NCP concrete)
79 60 PCF
69 -21 PCF
63 041 CF of concrete
32 000 CF of concrete
95,041 CF of concrete
8 000 feet
8 000 feet
1&0 inches
96.000 CF OK
278 175 CF
141 505 CF
17358 Ibs
20094 lbs
116 OK
Baselenl;0=
8.00 feet
Base width=
8.00 feet
Base Thickness-=
18.00 inches
CY of concrete total in base =
3.56 CY
Concrete unit weight in added base >=
141 PCF
f
0
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
KILDAIRE CROSSING Date 4/14/2014
Project No.
AWH -12050 Designer JCA
Outlet ID
SWMF'C'
Flow, Q10_n
1.27 cfs
Slope, S
2.22 %
Pipe Diameter, Do
24 inches
Pipe Diameter, Do
2.0 feet
Number of pipes
1
Pipe separation
0 feet
Manning's n
0.013
►�� \iiii iiiiii�i■�i`
Sri -iiii !�iiiii • ii
iliii3■iiiiiiiiiii iiii
1 ' 1
Zone from graph above =
2
Diameter
Thickness
Outlet pipe diameter
24 in.
Length =
12.0 ft.
Outlet flowrate
1.3 cfs
Width =
6.0 ft.
Outlet velocity
5.1 ft/sec
Stone diameter =
6 in.
Material =
Class B
Thickness =
22 in.
Zone
Material
Diameter
Thickness
Length
Width
I
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class I
13
22
8 x D(o)
3 x D(o)
4
Class I
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full -flow velocity
Rip Rap Outlet Protection Design.xlsm4 /14/2014
NUTRIENT LOADING CALCULATIONS
KILDAIRE CROSS_ ING
AWH -12050
Neuse Nutrient Reporting Form
Please complete and submit the following information to the local government permitting your development project to
characterize it and assess the need to purchase nutrient offsets. Contact and rule implementation information can be
found online at http: / /Portal.ncdenr.orp/ web /wq /ps /nps /nutrientoffsetintro.
PROJECT INFORMATION
Applicant Name :
A
Project Name:
.,Aa:, ne CNKS; n vkrzt
Project Address (if available): Street: City/Town: County:
Ct. v.I o.Ke
Date: (mo/d/yr)
Project
Lat: (decimal degrees)
Long: (decimal degrees)
Oti l y l y
Location:
5, 6q �8
Is this Redevelopment? ❑ Yes
Development Type (Please check all that apply)
No
Impervious Cover ( %):
❑
Commercial
❑
Mixed -Use
00�1
Single Fam. Residential
(Pre - Construction)
1 o
❑
❑
Industrial
Institutional
❑
Duplex Residential
❑
Multi -Fam. Residential
Impervious Cover ( %):
(Post - Construction)
30,60/.
WATERSHED INFORMATION
12- Digit Watershed ID: (see online map)
New Development Load Requirements (See individual rules for a full
010201,o% 010
description of nutrient requirements.)
Nutrient Strategy
Loading Rate Targets Nitrogen (N)
Offsite Thresholds
03020201
3.6 N Ib /ac/yr;
6 N Ibs /ac - Residential;
Neuse
10 N Ibs /ac Commercial
NUTRIENT
OFFSET REQUEST
(Must meet the offsite thresholds - see above)
Nitrogen Loading / Offset Needs
(A)
(B)
(C)
(D)
(E)
(F)
(G)
Untreated
Treated
Loading Rate
Reduction Need
Project
Offset
State Buy Down
Loading Rate
Loading Rate
Target (Ibs /ac/yr)
(Ibs /ac/yr)
Size (ac)
Duration (yrs)
Amount (Ibs)
(Ibs /ac/yr)
(Ibs /ac/yr)
B- C
D' E' F
q,70
`i.2i
. (,o
0.G7
6y•l8
30
( '1,90, C) �F
Control of Peak Stormwater Flow (1 year 24 hour design storm)
Calculated Predevelopment Flow
Calculated Post Development Flow
Flow Control Method
Sf �F
Authorizing Local Government Name:
Staff Name:
Staff Email:
Phone:
ak i t S(,86 Ibs q ;o.,sl� � set- ��r E sc 1c•.�re�vre .w%k
rr'.
Neuse Nutrient Load Reporting Form. November 1, 2012
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