20000783 Ver 5_SW Info_20170117

STORMWATER IMPACT ANALYSIS & FINAL DESIGN OF
TWO ON-SITE STORMWATER MANAGEMENT
FACILITIES
TRADITIONS — PHASE 2D
J PM -15010
WAKE FOREST, NORTH CAROLINA
DATE: MARCH 2016
ji
McADAMS
Raleigh/Durham ■ 2905 Meridian Parkway ■ Durham, NC 27713
Charlotte ■ 11301 Carmel Commons Blvd ■ Suite 111 ■ Charlotte, NC 28226
McAdamsCo.com
Designing Tomorrow's Infrastructure & Communities

TRADITIONS - PHASE 2D
WAKE FOREST, NORTH CAROLINA
STORMWATER IMPACT ANALYSIS & FINAL DESIGN OF TWO ON-
SITE STORMWATER MANAGEMENT FACILITIES
PROJECT NUMBER:
DESIGNED BY:
DATE:
�J
JPM-15010
DAVE BROWN, PE
MARCH 2016
C A D .,
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. # C-0293
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031
1

Traditions — Phase 2D
Stormwater Impact Analysis and Final Design of Two Stormwater Level Spreaders
with Engineered Filter Strips
Proiect Description and Summar
The site is an approximately 80 -acre + assemblage of land and is within Wake Forest's
planning jurisdiction. The property is located east of the Jones Dairy Road/Hwy 98
Bypass in Wake Forest, North Carolina.
The project is subject to the Town of Wake Forest Stormwater regulations, as well as,
NCDENR DWQ 401 stormwater management regulations now administered by local
municipalities per NPDES Phase II.
According to the Stormwater Discharge Control Regulations for Wake Forest, North
Carolina, the stormwater management facility is required to detain the 2- and 10 -year
storm rainfall events. The proposed storm water management facility successfully
reduces the runoff from these storms, and is adequately sized to manage the 100 -year
event without causing flooding of adjacent structures.
Per the above stormwater management requirements, the project is required to manage
nutrients (e.g., total nitrogen). In this stormwater impact analysis, the stormwater runoff
from impervious areas that can be reasonably captured are collected in two level
spreader/engineered filter strip SWMFs, which, according to the NCDEQ BMP Manual,
provide 30% total nitrogen removal. Since the concentrated discharge points outfall into
a FEMA regulated flood plain, 2- and 10 -year detention were not provided at either
SWMF. The most recent level spreader/engineered filter strip design standards
promulgated in in the DWQ Stormwater BMP Manual were used in the design of each
level spreader/engineered filter strip SWMF.
Calculation Methodoloy
• Rainfall data for this area in the Durham, NC, region is from NOAA Atlas 14.
This data contains a depth -duration -frequency (DDF) table describing rainfall
depth versus time for varying return periods in the area. These rainfall depths are
input into the meteorological model within PondPack for peak flow rate
calculations. Please reference the precipitation information section within this
report for additional information.
• Using maps contained within the Durham County Soil Survey, the onsite and
offsite soils were determined to be a combination of hydrologic soil group (HSG)
`B' and `D' soils. Since the method chosen to compute pre- and post -
development peak flow rates and runoff volumes is dependent upon the soil type,
care was taken when selecting the appropriate Soil Conservation Service Curve
Number (SCS CN).

• The times of concentration were calculated using SCS TR -55 (Segmental
Approach, 1986). The Tc flow paths were divided into three segments: overland
flow, concentrated flow, and channel flow. The travel times were then computed
for each segment, from which the overall times of concentration were determined
by taking the sum of each segmental time.
• The post -development time of concentration to the proposed stormwater
management facilities as well as the bypass areas were assumed conservatively to
be 0.1 hours per TR -55 methodology.
• Two level spreader/engineered filter strip SWMFs are proposed on this site to
treat/manage stormwater runoff from the proposed development. Water quality
sizing calculations for the proposed SWMFs were performed in accordance with
the DWQ Stormwater Best Management Practices Manual (NCDENR, July
2007). Each SWMF will provide 30% total nitrogen removal, and 40% TSS
removal.
• The on and off-site topography information used in the analysis is from survey
data compiled by the McAdams Company and from multiple GIS and LIDAR
sources, which have been spliced together.
• Post -development nitrogen export loading rates for the entire tract were calculated
using the spreadsheets developed under the Neuse Rules. Only on-site areas
(including the drainage area to the SWMFs used throughout the entire
development) were used in the calculations.
Given the presence of significant stream reaches on the site, there are some
developed areas on the property that bypass the SWMFs throughout the entire
development.
Discussion of Results
It is the opinion of this engineer that the proposed level spreader/engineered filter strip
SWMFs, as designed, meet Town of Wake Forest requirements for 2-, and 10 -year
detention (not required) and nutrient management.
Conclusion
If the development on this tract is built as proposed within this report, and once the
aforementioned culvert crossing design is finalized, all applicable stormwater regulations
will be satisfied. However, modifications to the proposed development may require that
this analysis be revisited. Some modifications that would require this analysis to be
revisited 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.

SUMMARY OF RESULTS
TRADITIONS - PHASES 2D
JPM-15010

TRADITIONS - PH 2 SUMMARY OF RESULTS D. BROWN, PE
JPM-15010 2/12/2016
I2�LEA5) RATE MANAG)�N1ENT �SLiL'>c5
Phases 2A, 2B, and 2C
POINT OF ANALYSIS #1
Return Period
Pre-Dev
Post-Dev
% Increase
1 -Year
[cfs]
[cfs]
[%]
1 -Year
5.03
1.91
-62.03%
2 -Year _
8.37
2.76
67.03%
10 -Year
17.70
4.71
-73.39%�Y�
POINT OF ANALYSIS #2
Return Period
Pre-Dev
[cfs]
Post-Dev
[cfs]
% Increase
[%]
1 -Year
2.83
2.07-26.86%
[%]
2 -Year w.
7.51 �
4.95
� -34.09%
10-Year
23.41
21.14 _
-9.70%
POINT OF ANALYSIS #3 [SWMF #21
Return Period
Pre-Dev
Post-Dev
% Increase
[cfs]
[cfs]
[%]
1-Year1.50
� 1.56 �
4.00%
2 -Year � �
3.69 W _ _
3.29
-10.84%
10 -Year
10.71
10.66
-0.47%
POINT OF ANALYSIS #4 [SWMF #31
Peak runoff rates were not analyzed at POA #4 as the stream is a regulated FEMA floodplain,
and, as such, 1-, 2- and 10 -yr detention is not required.
Phase 2D
Because both concentrated discharge points discharge into regulated FEMA floodplain and,
ultimately, drain to POA #4, 2- and 10 -yr detention is not required. As such, peak runoff rates
were not analyzed.

TRADITIONS - PH 2 SUMMARY OF RESULTS
JPM-15010
STORMWATER MANAGEM"T FACILITY #204
Design Drainage Area =
113,963
sf
2.62
ac
CN =
76
(Estimated)
Rational C =
0.52
(Estimated)
i (per MDC) =
0.75
in/hr
Rational Q.75 in/hr =
1.02
cfs
Required Length of LS/EFS =
10.2
ft
Proposed Length of LS/EFS =
14.8
ft
Design Drainage Area =
270,197
sf
6.20
ac
CN =
80
(Estimated)
Rational C =
0.60
(Estimated)
i (per MDC) =
0.75
in/hr
Rational Q.75 Whr =
2.79
cfs
Required Length of LS/EFS =
27.9
ft
Proposed Length of LS/EFS =
34.8
ft
D. BROWN, PE
2/12/2016

MIS CELLANEO US SITE INFORMA TION
TRADITIONS - PHASES 2D
JPM-15010

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NC DENR - DIVISON OF WATER QUALITY
.0315 NEUSE RIVER BASIN
Class
'Ame of Stream Description Class Date Index No.
Smith Creek (Wake Forest From a point 0.3 mile WS-II;HQW,NSW,CA 08/03/92 27-23-(1.5)
Reservoir) downstream of Franklin -Wake
County Line to dam at Wake
Reservoir
Smith Creek
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Wake Forest
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05/01/88
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Austin Creek (Mitchell Pond)
From source
to
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07/01/96
27-23-3
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From source
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C;NSW
05/01/88
27-23-4
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From source
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Hatters
C;NSW
05/01/88
27-23-4-1
Branch
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From source
to
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C;NSW
05/01/88
27-23-5
Toms Creek (Mill Creek)
From source
to
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C;NSW
05/01/88
27-24
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From source
to
dam at
B;NSW
05/01/88
27-25-(1)
Greshams Lake
Perry Creek
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Greshams Lake
C;NSW
05/01/88
27-25-(2)
to Neuse River
Unnamed Tributary near Neuse
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to
dam at Camp
B;NSW
05/01/88
27-25-3-(1)
Durant
Unnamed Tributary near Neuse
From dam at
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C;NSW
05/01/88
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Perry Creek
Harris Creek (Peeples
From source
to
Neuse River
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05/01/88
27-26
Creek) (Wake Crossroads
,a ke )
_odges Mill Creek (Lake
From source
to
water intake
B;NSW
05/01/88
27-26-1-(1)
Mirl)
at Lake Mirl
Hodges Mill Creek
From water intake
at Lake
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05/01/88
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Creek
Beaverdam Creek (west side
From source
to
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27-27
of Neuse River)
Rocky Creek
From source
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Neuse River
C;NSW
05/01/88
27-28
Beaverdam Creek (east side
From soruce
to
Neuse River
C;NSW
05/01/88
27-29
of Neuse River) (Neuseco
Lake, Beaverdam Lake)
Bridges Creek (Bridges Lake)
From source
to
Neuse River
C;NSW
05/01/88
27-30
Milburnie Creek (Milburnie
From source
to
Neuse River
C;NSW
05/01/88
27-31
Lake)
Mango Creek
From source
to
Neuse River
C;NSW
05/01/88
27-32
Crabtree Creek
From source
to
backwaters
C;NSW
05/01/88
27-33-(1)
of Crabtree
Lake
Turkey Creek
From source
to
Crabtree
C;NSW
05/01/88
27-33-2
Creek
Coles Branch
From source
to
Crabtree
C;NSW
05/01/88
27-33-3
Creek
South Fork Coles Branch
From source
to
Coles Branch
C;NSW
05/01/88
27-33-3-1
Crabtree Creek (Crabtree
From backwaters
of Crabtree
B;NSW
04/01/94
27-33-(3.5)
Lake)
Lake to mouth
of Richlands
Creek
2B .0300
Page 11 of 43 2013-12-09 10:50:02

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WA TERSHED SOILS INFORMA TION
TRADITIONS - PHASES 2D
JPM-15010

N
USGS TOPOGRAPHIC MAP
0 1,050 2,100 4,200
Feet
1 inch = 2,000 feet
TRADITIONS - PHASE 2
JPM-13030
WAKE FOREST, NC
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Hydrologic Soil Group—Wake County, North Carolina
Hydrologic Soil Group
Traditions - Phase 2
Hydrologic Soil Group— Summary by Map Unit — Wake County, North Carolina (NC183)
Map unit symbol
Map unit name T
Rating
Acres in AOI
Percent of AOI
ApB
Appling sandy loam, 2 to
B
1.4
1.6%
ApB2
6 percent slopes
Appling sandy loam, 2 to
B
5.0
5.7%
6 percent slopes,
moderately eroded
ApC
Appling sandy loam, 6 to
10 percent slopes
B
2.7
3.1
BuB
Buncombe loamy sandd
A
3.8
4.3%
CeB2
0 to 5 percent slopes,
1 frequently flooded
Cecil sandy loam, 2 to 6
B
18.01
20.5%
percent slopes,
---- --
moderately eroded
--
---- ----
--�
CeC2
Cecil sandy loam, 6 to 10
B
26.9
30.7%
percent slopes,
moderately eroded
CnA
Colfax sandy loam, 0 to 3
C/D
1.9
2.2%',
percent slopes
HeC2 — - —
Helena sand 6 to
D -- ----
- —3.1-
- 3.6%
10 peslopes,
eroded
HeD
�—moderately
Helena sandy loam, 10 to
D
2.6
2.9%
15 percent slopes
MeA
Mantachie sandy loam, 0
B/D
0.7
0.8%
to 2 percent slopes,
rarely flooded
PgF
Pacolet-Gullied land
B
2.2
2.5%
complex, 4 to 25
percent slopes
WmE
Wedowee sandy loam,
B
6.0
6.9%
15 to 25 percent
slopes
WwF
Wilkes loam, 20 to 45
D
13.3
15.2%
percent slopes
Totals for Area of Interest
87.8
100.0%
USDA Natural Resources Web Soil Survey 4/25/2014
11" Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Wake County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Traditions - Phase 2
4/25/2014
Page 4 of 4

TRADITIONS - PHASE 2 WATERSHED SOIL INFORMATION J. ALLEN, PE, CFM
JPM-13030 7/14/2014
==> Watershed soils
Symbol
Name
Soil Classification
m ApB, ApB2, ApC�
Appling sandy loam
B
BuB
Buncombe loamy sand M y
_.a..w A
_A
CeB2, CeC2
Cecil sandy loam__—
B
CnA
r� Colfax sandy loampA e
C/D - s
HeC2, HeD
'Helena
Helena sandy loam e�..
..0 � mm _D
MeA
sandy loam
_ B/D
PgF �
Pacolet-Gullied land complex yw�
µ u.. dm B
WmE
Wedowee sandy loam .. __.
w ._ �. B—m.—_...a w.._. �...Y .._
_._.�. ... ., .r
WwF
_..
Wilk'es loam
D
References:
1) SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
==> Conclusion
Watershed soils are from 'HSG B, 'HSG C, and 'HSG D'soils.
Cover Condition
SCS CN - HSG A
T Impervious __,..
_ 98
Open �. �.-..
a. 39 _ ��_._._ ........
Wooded
30
Cover Condition
SCS CN - HSG B
M.. Impervious.�.n.a._
..�w_.. 98
Open « .�� _m.
� � a. 61
Wooded
55
Cover Condition
SCS CN - HSG C
Impervious�
._.a.- 98....,u
..Open _ _.
m. 74 _.
Wooded
70
Cover Condition
SCS CN - HSG D
Impervious P.
98.M. —.—
a._._m Open.. —w.._�
_..�o_. 80 m.m.._.. m
Wooded
77

PRECIPITATION DATA
TRADITIONS - PHASES 2D
JPM-15010

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PRE DEVELOPMENT HYDROLOGIC
CALCULATIONS
TRADITIONS - PHASES 2D
JPM-15010

�
O O
CD
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TRADITIONS - PH 2 IiYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 1 (OFF) 7/15/2014
L SCS CURVE NUMBERS
Assume:
HSG_ Impervious
O en
=Wooded___
A� ( 98
_ B t -i88_
C
39
61
74
30
55
70
_
D 98
80
77
HSG'A'= 4.0%
HSG'B' = 72.0%
HSG'C'= 1.0%
HSG'D'= 23.0%
_ Cover Condition _LSCS CN Comments
Imerviou� sq ^a 98 ,
Open 65 Assume 000d condition
Wooded u= 1 59 _ Assume good condition
IL POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area
Lot Roof Area �0K�
# of Units
Area / Unit
_ 0
Area [sfj
M 0
Area acres
0.00
Lot Drivewa��
0
0
0
0.00 _A
Lot Sidewalk/Patio
0
0
0 W�
0.00
Buildin �� ��_0
_.___0
0
_
0.00 _
_ Roadw Area
_
_ -
0 _
0.00
Drivewa /Parkin Loot
Sidewalk / Patio_
Other
®�
_ _
0
_ 0
©
0.00
0.00 _
0.00
Totals
j
1
0
0.00 _.
B. Offsite Impervious Breakdown
_
Contributing Area
# of UnitsArea
/ Unit
Area [sfj
Area (acres
Lot Roof Area _
8.5
3 400
28,900
0.66 _
Lot Driveway
Lot Sidewalk/Patio_
8.5
280
320
2,380
2,720
( 0.05
0.06
_ _
Building--,----
Roadway Area_
_.___0
0
_
0.00
0.00
e Driveway / Parking Lot
Sidewalk / Patio
_
_ -
0_
0
0.00_
_
0-00
_
Other
®�
154,900
m _
-- - 0
0.00
Totals
j
1
34,000
0.78
C. Watershed Breakdown
Contributing Area
impervious
SCS CN-_
98
Area
0
Area nacres
0.00
_ Comments
Onsite
_ Onsite open _
_65
59
m 0
0
0.00
j 0.00
Ass-Spod condition
Assume
Onsite wooded _mVW
_
good condition
Onsite pond
Offsite impervious.
_ 100
98
0
34,000
0.00
0.78
---L
Offsite open_
Offsite wooded
I 65
590
w
154,900
m _
_ 3.56
0.00 _
_Assume good condition _
Assume good condition
ROffsite oonnd �
100
0
0.00
Total area = 4.34 acres
0.0068 sq.mi.
Composite SCS CN = 71
% Impervious = 18.0%

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 1 (OFF) 7/15/2014
D. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment= 0.87 minutes (= 0.29* CS Lag)

TRADITIONS - PH 2 HYDROLOGIC CAL.CUL,ATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin I (ON) 7/15/2014
1. SCS CURVE NUMBERS
HSG Impervious Open 1 Wooded
A � . 98 - 39, _, 30
B �8 6155
C 98 74 _ 70
D 98 1 80 77
Assume. HSG'A'= 4.0%
HSG'B'= 72.0%
HSG'C' = 1.0%
HSG'D' = 23.0%
Cover Condition_
Impervious
-.O en
Wooded
a # of Units_
00
Area / Unit
SCS CN Comments
98
65 -Assume
�ood condition
59 j Assume good condition
It. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributine Area
Lot Roof Area
a # of Units_
00
Area / Unit
Area [sf]
0
Area acres
0.00
_
Lot Driveway
0
0
0_
0.00 mm
Lot Sidewalk/Patio
00
��
m
0
0.00_
Building��
0
1�0.00
Roadway Area
-
-
0
j 0 00 �A
Driveway/ Parkin Lot
��
0
0.00
Sidewalk / Patio_
Other
-
_
0
_ 0
0.00 _
0.00��
_
Other r�
0
0.00
B. Offsite Impervious Breakdown
Contributin Area _____
# of Units
Area / Unite
Area [sfJ
Area acres
Lot Roof Area
Drivewa
0
3,400
280
1 0
0
0.00
0.00
__Lot
_ Lot Sidewalk/Patio
_0
0
320_
0
0.00
Building
0
0.00
--..........m.
Roadway Area
_ _
_
0 _ j
0.00
Driveway / Parking Lot
��
0
; 0.00
Sidewalk/ Patio_
0
0.00
_
Other r�
0
0.00
Y
Totals
-
=�,a
0
0.00
C. Watershed Breakdown
Contributin Area
SCS CN m
� Area [sArea
acres -Comments��-�
Onsitep
im ervious
�
Onsite open v
Onsite wooded
��Onsite
98
650.00
59 _
0
150,187
0.00
Assume good condition
3.45 1 AssuT ood condition
____..
ond__._.
M Offsite impervious
100
_ 98
0
_T 0���
0.00
0.00
_
__Offsite open
Offsite wooded �_
Offsite pond ___
_ 65 _
59
100
_ 0
0
0
_ 0.00 Assume good condition_
0.00 Assume good condition_,_.
0.00 w n�
Total area = 3.45 acres
0.0054 sq.mi.
Composite SCS CN = 59
% Impervious = 0.0%

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 1 (ON) 7/15/2014
D. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment l: Overland Flow
Length =
Height =
Slope =
Manning's n =
P (2-year/24-hour) =
Segment Time =
Segment 3: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
50.6
ft
1.8
ft
0.0356
ft/ft
0.40
Woods, light underbrush
3.45
inches (Raleigh, NC)
9.52
minutes
461.1
ft
18.5
ft
0.0401
ft/ft
0.025
natural channel
1.00
sf (assume F x P channel)
3.00
ft (assume F x l' channel)
5.74
ft/sec
1.34
minutes
Segment 2: Concentrated Flow
Length =
88
ft
Height =
6.4
ft
Slope =
0.0724
ft/ft
Paved ? =
No
Velocity=
4.35
ft/sec
Segment Time =
0.34
minutes
Time of Concentration = 11.20 minutes
SCS Lag Time = 6.72 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.95 minutes (= 0.29*SCS Lag)

TRADITIONS - PH 2 IIYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 2 7/15/2014
1. SCS CURVE NUMBERS
Y e��eA rv�ious _ Open
Wooded
39
(
B - — 08 ( 61
50
C 98[ 74
70_
_
D _ 98 80
77
Assume. HSG'A' = 4.0%
HSG'B' = 72.0%
HSG'C' = 1.0%
HSG'D' = 23.0%
_ Cover Condition SCS CN Comments
Impervious -- 98
Oen 65 T Assume�'ood condition
Wooded j 59 Assume good condition
11. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area
of Units
Area /Unit
Area (sfJ
Arcaacres�
Lot Roof_Area
_#
0 ��
} U
_ 0_
�0
0.00
_ Lot Driveway
Lot Sidewalk/Patio
00
0�
_
0
00.00
0.00
_
_ Building
_
_
0
0.00_v
Roadway Area���
Driveway / Pazking90
(_ w
tn�-- -
-
9
0.00
0.00 ^
Sidewalk / Patio
Other0
100
(g
0
m
0.00
0.00
�T..-Totals a�
0
0.00
B. Offsite Impervious Breakdown
Contributing Area
Lot Roof Area
# of Units
0
j Area / Unit
3,400
Area (sf) _
0
Area acresL
0.00_
Lot DrivewH
(
0
0.00
0.00
Lot Sidewalk/Patio
Building
0
320
0
_ 0.00 _
0...00
_
Roadway Area
Driveway/ Parking Lot
_
tiI
0
0.00
0.00 mm
Sidewalk / P_atio
Other
(_ w
tn�-- -
_ 0
0
00.00
0
0
0.00---
.00r—.—Totals
0:00 .�
_
Totals_.__.
C. Watershed Breakdown
Contributing Area�c
a� Onsite impervious
SCS CN
98
Area fsfl
0_0.00_
Area acres
s
Comments
Onsite open
65
0
0.00
_A_ssume good condition
Onsite wooded59
820,532
18.84
Assume good condition _
Onsite pond
100
j 0^,T^
0.0_0
Offsite impervious
Offsite open ^
Offsite
_ 65 _
59
_ 0
0
0.00
Assume &ood condition
mm Assume good condition
wooded _.�
a Offsite pond
100
(g
�.___. O _
_0.00
�— 0.00
�.
Total area =
18.84 acres
0.0294 sq.mi.
Composite SCS CN =
59
% Impervious=
0.0%

TRADITIONS - PH 2 HYIDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 2 7/15/2014
D. Time of Concentration Information
Length =
Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Height =
25
Length =
50.1
ft
Height =
2.9
ft
Slope=
0.0579
ft/ft
Manning's n =
0.40
Woods, light underbrush
P (2-year/24-hour) =
3.45
inches (Raleigh, NC)
Segment Time =
7.7g
minutes
Segment 3: Channel Flow
Length =
1191.5
ft
Height =
46.2
ft
Slope =
0.0388
ft/ft
Manning's n =
0.025
natural channel
Flow Area =
1.00
sf (assume 1' xl' channel)
Wetted Perimeter =
3.00
ft (assume F x P channel)
Channel Velocity =
5.64
ft/sec
Segment Time =
3.52
minutes
Segment 2: Concentrated Flow
Length =
457
ft
Height =
25
ft
Slope =
0.0548
ft/ft
Paved 7 =
No
Velocity =
3.78
ft/sec
Segment Time =
2.0.1
minutes
Time of Concentration = 13.31 minutes
SCS Lag Time = 7.99 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.32 minutes (= 0.29*SCS Lag)

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 3 7/15/2014
1. SCS CURVE NUMBERS
Assume.
HSG[ Impervious
Open
Wooded �m
«=.r A � 98
39 _
30
B �98T�
B
61
1 6
55
98
Driveway Parking Lot
70
D W 98
80
77
HSG'A'= 4.0%
HSG'B'= 72.0%
HSG 'C' = 1.0%
HSG'D'= 23.0%
over Condition [ SCS CN Comments ��®m
Impervious 98
Open 65 Assume o d condition
Wooded �59 Assume good condition
It. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Cn _o trntributin Area�
_Lot Roof Area
Lot Driveway
Lot Sidewalk/Patio _
^�
—7of Units
0
0
0
Area / Unit
0
0
0 _
cArea [sfJ ��
_ 0 �i
0 _Y
0
Area acres
0.00
0.00
0.00 _
Building
Roadway Area
-
-
—
0
�- 0
0.00
0.00
Driveway Parking Lot
0
m 280
0
0.00
Sidewalk /Patio-
T
_
0 _
0.00
Other
-
0
0.00
m a
Totals
59
_ _
0
_
B. Offsite Impervious Breakdown
Contributmg Area
# of Units
�0
Area / Umt
Area [sff
Area acres
Lot Roof Area
98
65_
3,400
0
0.00
_ Lot Driveway
0
m 280
r� 0
_
0.00
Lot Sidewalk/Patio�
0
320
0
0.00
Buildingi
.._
-
4 _
0.00
Roadway Area
Driveway // P� Lot
59
0
1 0
0.00
0.00
_ _ _ Sidewalk / Patio
Other .
_Y
o.
0
_.._. 0 _
0.00
000
Totals
s
(
0
0.00
C. Watershed Breakdown
e� Contributing Area n --SCS
CN
Area Isl1
, AreaacresL
Comments
_ Onsite impervious
_ Onsite open m
98
65_
41,844
0.96_Assume
good condition_
Onsite wooded
Onsite pond
_ 59 _
100
312,528
0
7.17 _
0.00.
Assume condition
Offsiteervious m
98
0
0.00
Offsite open
65
0
_0.00
Assume good condition
u
Offsite wooded
59
0.00
Assume good condition
Offsite pond
100
o.
0.00 _
�a
Total area = 8.14 acres
0.0127 sq.mi.
Composite SCS CN = 60
% Impervious = 0.0%

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 3 7/15/2014
D. Time of Concentration Information
Length =
Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment I: Overland Flow
22.9
ft
Length =
50.7
ft
Height =
1.6
It
Slope =
0.0316
ft/ft
Manning's n =
0.40
Woods, light underbrush
P (2-year/24-hour) =
3.45
inches (Raleigh, NC)
Segment Time =
10.01
minutes
Segment 3: Channel Flow
Length =
713.3
ft
Height =
26.1
ft
Slope =
0.0366
ft/ft
Manning's n =
0.025
natural channel
Flow Area =
1.00
sf (assume P x P channel)
Wetted Perimeter =
3.00
ft (assume F x P channel)
Channel Velocity =
5.48
ft/sec
Segment Time =
237
minutes
Segment 2: Concentrated Flow
Length =
366
It
Height =
22.9
ft
Slope =
0.0626
ft/ft
Paved ? =
No
Velocity =
4.04
ft/sec
Segment Time =
1.5.1
minutes
Time of Concentration = 13.69 minutes
SCS Lag Time = 8.21 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.38 minutes (= 0.29* CS Lag)

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Suhhasin Unanalyzed 7/15/2014
I. SCS CURVE NUMBERS
Assume.
HSG -Impervious
A
Open,­_aooded­
98 39 --30
Comments
B98
61
55
C
98 7470
good condition
D
98 80
77
HSG'A'= 4.0%
HSG'B'= 72.0%
HSG'C'= 1.0%
HSG'D'= 23.0%
Cover Condition
SCS CN
Comments
Impeaiousar
98
Lot Roof Area
0
65Assume
good condition
Wooded
59
_Assume good condition
II. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area
# of Units
Area,/ Unite
Area fsfl
00.00
Area [acres
Lot Roof Area
0
0
om
Lot Driveway
0
0
0
0.00
Lot Sidewalk/Patio
0
0
0.00
Buil!Ling___—
-
0
0
0.00
Roadway Arm
98
0
0
0-00
Driveway /Parking Lot
Sidewalk / Patio
65
5T
��
lull
0
#REF!
0.00
Other
100
0
0
0.00
Totals1=2
l'i--
#REF
B. Offsite Impervious Breakdown
Contributing Area
Lot Roof Area
Lot Driyewa
# of Units
0
0
Area / Unit
3,400
280
Area fsfl
00.00
Area [acres]
0.00
Lot Sidewalk/Patio
0
320
0.26
0.00
BuildTrl----
-
-
7.71
0.00
RoadwayL Area0
/ Parking Lot
5T--2,150,642
0
0.00
0.26_
Onsite ponq
OL
0
0.00
­­2ij±ewaX
Sidewalk / Patio
98
0
0
06,
�
Other
65
5T
0
0
0
0.00
Totals
100
0
0
0.26
C. Watershed Breakdown
Contributj!Area
SCS CN
Area isegs
Area[acresl
Comments
.
98
11,211
0.26
M
Onsite open
65
335,798
7.71
Assume good condition
Onsite wooded
5T--2,150,642
49.37
Assume good condition
Onsite ponq
OL
0
0.00
- Offsite impervious -
98
0
0.00
Offsite o
Offsite wooded
65
5T
0
0
0
0_00
0.00
Assume good condition
Assume
Assume good condition
pond
100
0
610�
Total area =
57.34 acres
0.0896 sq.mi.
Composite SCS CN =
60
% Impervious =
0.4%

POA 3
. .. . . .
SUB03
Scenario: Pre -Development 1 year
POA 2
SUS 2-6YQ
SUB03
SLIB01-OFF
SUB01 - ON
1
SUB01
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
JPM-13030.ppc Center [08.11.01.561
7/15/2014 Js. m Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]
N"
SUB03
SLIB01-OFF
SUB01 - ON
1
SUB01
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
JPM-13030.ppc Center [08.11.01.561
7/15/2014 Js. m Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(vears) (ac -ft)
SUB01 - ON
Pre -Development 1
1
0.083
730.000
0.57
year
SUB01 - ON
y a Development 2
2
0.149
728.000
1.50
SUB01 - ON
yeaDevelopment 10
10
0.378
727.000
4.60
SUB01 - ON
y a Development 25
25
0.538
726.000
6.49
SUBO1 - ON
yeaDevelopment 100
100
0.828
726.000
9.40
SUB02
Pre -Development 1
1
0.451
731.000
2.83
year
SUB02
Pre-yeaDevelopment 2
2
0,812
730.000
7.51
SUB02
evelopment 10
10
2.063
728.000
23.41
year
SUB02
Pre -Development 25
25
2.935
728.000
33.02
year
SUB02
Pre -Development 100
100
4.519
727.000
47.89
year
SUB03
Pre -Development 1
1
0.215
732.000
1.50
year
SUB03
Pre -Development 2
2
0.379
730.000
3.69
year
SUB03
Pre-yeaDevelopment 10
10
0.938
728.000
10.71
SUB03
Pre -Development 25
25
1.324
728.000
14.92
year
SUB03
Pre-yeaDevelopment 100
100
2.023
728.000
21.33
SUBO1-OFF
Pre -Development 1
1
0.266
722.000
4.91
year
SUB01-OFF
Pre -Development 2
2
0.400
722.000
7.65
year
SUB01-OFF
yeaDevelopment 10
10
0.806
721.000
14.31
SUBO1-OFF
Development 25
25
1.065
721.000
17.86
year
SUB01-OFF
Pre -year Development 100
100
1.511
721.000
23.02
Node Summary
Label
POA#1
Scenario Return Hydrograph
Event Volume
(years) (ac -ft)
Pre -Development 1 1 0.349
year
Bentley Systems, Inc. Haestad Methods Solution
JPM-13030.ppc Center
7/15/2014 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Time to Peak Peak Flow
(min) (ft3/s)
722.000
5.03
Bentley PondPack V8i
[08.11.01.56]
Page 1 of 2

Subsection: Master Network Summary
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3/s)
(years)
(ac -ft)
POA#1
Pre -Development 2
2
0.549
722.000
8.37
year
POA#1
Pre -Development 10
10
1.184
722.000
17.70
POA#1
Pre -Development 25
25
1.602
722.000
22.83
year
POA#1
Pre -Development 100
100
2.339
722.000
30.46
year
POA#2
Pre-yeaDevelopment 1
1
0.451
731.000
2.83
POA#2
Pre -Development 2
2
0.812
730.000
7.51
POA#2
Pre -Development 10
10
2.063
728.000
23.41
POA#2
Pre -year Development 25
25
2.935
728.000
33.02
POA#2
Pre -Development 100
100
4.519
727.000
47.89
year
POA#3
Pre -Development 1
1
0.215
732.000
1.50
year
POA#3
Pre-Development
a Development 2
2
0.379
730.000
3.69
POA#3
Pre -Development 10
10
0.938
728.000
10.71
a
POA#3
Development 25
25
1.324
728.000
14.92
year
POA#3
Pre -Development 100
100
2.023
728.000
21.33
year
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
JPM-13030.ppc Center [08.11.01.56]
7/15/2014 27 Siemon Company Drive Suite 200 W Page 2 of 2
Watertown, CT 06795 USA [phone]

MCADAMS
Scenario: Pre -Development I
year
POA#3
MMIt�
Traditions Ph. 2
JPM-13030.ppc
SUB02-BYP
S U BC, 3
POA#2
SUB02 SUE302
SUB01-OFF
N Ml i
SUBOI - ON
lmlm�
D. Brown, PE
7/15/2014

McAl.)AMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario
Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
SUB01 - ON
Pre -Development 1
1
0.083
730.000
0.57
year
SUB01 - ON
Pre -Development 2
2
0.149
728.000
1.50
year
SUB01 - ON
Pre -Development 10
10
0.378
727.000
4.60
year
SUB01 - ON
Pre -Development 25
25
0.538
726.000
6.49
year
SUB01 - ON
YedDevelopment 100
100
0.828
726.000
9.40
SUB02
Pre -Development 1
1
0.451
731.000
2.83
year
SUB02
YedDevelopment 2
2
0.812
730.000
7.51
SUB02
YedDevelopment 10
10
2.063
728.000
23.41
SUB02
YedDevelopment 25
25
2.935
728.000
33.02
SUB02
Pre -Development 100
100
4.519
727.000
47.89
year
SUB03
Pre -Development 1
1
0.215
732.000
1.50
ear
2
SUB03
YedDevelopment
2
0.379
730.000
3.69
SUB03
YedDevelopment 10
10
0.938
728.000
10.71
SUB03
YedDevelopment 25
25
1.324
728.000
14.92
100
SUB03
YedDevelopment
100
2.023
728.000
21.33
SUB01-OFF
Pre -Development 1
1
0.266
722.000
4.91
year
SUB01-OFF
Pre -Development 2
2
0.400
722.000
7.65
year
SUB01-OFF
Development 10
10
0.806
721.000
14.31
year
SUB01-OFF
Development 25
25
1.065
721.000
17.86
year
SUB01-OFF
Pre -Development 100
100
1.511
721.000
23.02
year
Node Summary
Label Scenario Return Hydrograph
Event Volume
(years) (ac -ft)
Time to Peak Peak Flow
(min) (ft3/s)
Traditions Ph. 2 D. Brown, PE
PM-13030.ppc 7/15/2014

own
... McADAMIS
Subsection: Master Network Summary
Node Summary
Label Scenario
Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
Traditions Ph. 2 D. Brown, PE
OM-13030.ppc 7/15/2014
Development 1
POA#1
re
1
0.349
722.000
5.03
Development 2
POA#1
yea
2
0.549
722.000
8.37
10
POA#1
Y a�Development
10
1.184
722.000
17.70
POA#1
Pre -Development 25
25
1.602
722.000
22.83
year
Pre -Development 100
POA#1
100
2.339
722.000
30.46
year
POA#2
yea Development 1
1
0.451
731.000
2.83
POA#2
Pre -Development 2
2
0.812
730.000
7.51
year
POA#2
Pre -Development 10
10
2.063
728.000
23.41
Pre -Development 25
POA#2
25
2.935
728.000
33.02
year
POA#2
Pre -Development 100
100
4.519
727.000
47.89
ear
POA#3
Pre -Development 1
1
0.215
732.000
1.50
year
POA#3
Pre-Development
e Development 2
2
0.379
730.000
3.69
POA#3
Pre -Development 10
10
0.938
728.000
10.71
year
POA#3
Pre -Development 25
25
1.324
728.000
14.92
year
POA#3
Peres -Development 100
100
2.023
728.000
21.33
Traditions Ph. 2 D. Brown, PE
OM-13030.ppc 7/15/2014

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CN - 60 �/ / / !
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POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
TRADITIONS - PHASES 2D
JPM-15010

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TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS
JPM-15010 Post -Development - Subbasin I
I. SCS CURVE NUMBERS
��� Wooded �,
A 98 39 30
C98 74 70
_---- __..----_._._.._.__�_._ -
e D 98. A 80�. 77 �� a
Assume. HSG'A'= 4.0%
HSG'B'= 72.0%
HSG'C'= 1.0%
HSG T)'= 23.0%
Cover Condition SCS CN Comments
._..__98_.___.._____.._.__._.__...______...__..__...._.___..__.___....._.....
Open 65 _Assume good condition
Wooded 59 Assume good condition
IL POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area # of Unrts Area/ Unit Area [sf]
Lot Roof Area3.25 3,000 9,750
._.._._....___. _
___.._._.._.._Lot Driveway.._.___..__._.__...___ 3-25 .____._.___._._ 225..-__..._..�__._._._�..731 _..._._._._
Lot Sidewalk/Patio 3.25 275 894
_____....__Building __T._._....._._..___m._._...._._T......._____...-..._.�....__.______..._
Roadway Area _.... _..._..___. _--
k'
_._.king Lot 0
Sidewalk / Patio 0
Other _ _ _ _ 0
1,1,381,>x,h}
B. Offsite Impervious Breakdown
ContributinArea Units
Area /Unit Area [s
# of i
fJ
.��
Lot Roof Area 1.75 3,400 5 950
_. __ _._. __.. __ _ . .
490
Lot Driveway 1.75 280 .....
Lot Sidewalk/Patio 1.75 320- 560
Buildin$_..__..__._...___..---.------ ._.. __.
Roadway Area 0
Driveway / Parking Lot _....__.._ .__.._.. _..._..._..__..... _n_... _._ _ 0
Sidewalk / Patio 0
Other_
0_
Tntvlc _ w ._m� 7,000.. _
C. Watershed Breakdown
Contributing Area SCS CN
Area [sem
Area�ac
Onsite nn�ervious
98
11,375
0.26
Onsite open
65
19,625
0.45
Onsite wooded
59
0
0.00
OnsuSp
100
0
0.00
Offsite impervious
98
7 0000.16
Offsrte open
65
15,718
0.36
Offsite wooded
59
0
0.00
0.00
Total area =
1.23
acres
0.0019
sq.mi.
Composite SCS CN =
76
% Impervious =
34.2%
Area l
0.22
0.02
_. 0.02
0.00
0.0-0-
0.00
0.26
AreaUac
0.14
0.01
001
0.00
0.00
0_00
0 00
0.00
0.16
Assume good condition
Assume good condition
Assume o0
Assume goo
BROWN, D., PE
2/12/2016

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -Development - Subbasin 1 2/12/2016
D. Time of Concentration Information
Time of Concentration = 6.00 minutes (Assumed Per TR -55)
SCS Lag Time = 3.60 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.04 minutes (= 0.29*SCS Lag)

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS
JPM-15010 Post -Development - Subbasin 2 - To SWMFI
I. SCS CURVE NUMBERS
HSG Impervious Open Wooded
Au 98 39 30 w
B 98 61 55
C98 74 70 _
D..._.._.__.___._.__..___ .._.__.... 98 _.._.._. ._...___
_._..go..._...__._ _...__...T_77
Assume. HSG'A'= 4.0%
HSG 'B'= 72.0%
HSG'C'= 1.0%
HSG D' = 23.0%
Cover Condition— SCS CN 0. CommentsFvm
Impervious 98____--.. ___ _.._._._____....._..-..'___._...---...._.__._..._..__...
Open 65Assume food condition
Wooded 59 Assume good condition
I1. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributin Area # of Units Area / Unit Area is
fJ s �
Lot Roof Area 64 3,000 192,000
Lot Driveway 64 225 14,400
Lot Sidewalk/Patio 64 275 17,600
_._.._Building — _---� _. � ___.._..
Roadway Area 92,632
Sidewalk / Patio 18,008
_. _ _
Other 0
Totals 334 640
B. Offsite Impervious Breakdown
Contrihuting" a # of Units_ Area / Unit Area Isf]
Lot Driveway 6 75� 280 22 950
Lot Roof Area 6 75 jj 3 40
— _ _.
Lot Sidewalk/Patio 6.75 320 2,160
Building 0
Area ..... _._.............. ..__.....__._._-._..--------
..__...,_:_.....
_Driveway/ Parkmg Lot
Sidewalk /Patio0
Other s 1 _ 0
Totals fib„ 27,000.
C. Watershed Breakdown
Onsite impervious
_ 98_
334,640
7 68
Onsite o en
65
419,849
9.64
Onsite wooded
59
0
0.00
Onsite pond
100
20,000
0.46
Offsite impervious
- 98
27,000
0.62
Offsite open
Offsite wooded
65
59
140 708
0
3 23
0.0 —.-Q
__ ____
r_Offsiteond
a� 100
0
---Q-09
Total area =
21.63
acres
0.0338
sq.mi.
Composite SCS CN =
78
% Impervious =
38.4%
4.41
0.33
0.40
0.00
2.13
0.00
0:41
0.00
7.68
0.00
0.00
0 00
0 00
0.00
0.62
Comments
Assume good condition
Assume food condition
Assunc-9'ood condition
Assume good condition
BROWN, D., PE
2/12/2016

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -Development - Subbasin 2 - To SWMFI 2/12/2016
D. Time of Concentration Information
Time of Concentration = 6.00 minutes (Assumed Per TR -55)
SCS Lag Time = 3.60 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.04 minutes (= 0.29*SCS Lag)

TRADITIONS, PH 2
HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010
Post -Development - Subbasin 2 - Byp 2/12/2016
I. SCS CURVE NUMBERS
59
HSG
Impervious Open Wooded
A
98 39 30
B
98 61 55
C
98 74 70
—
D
Assume. HSG'A'=
4.0%
HSG B'=
72.0%
HSG'C'=
1.0%
HSG D'=
23.0%
Cover Condition�SCS
CN
�Comments�
Impervious
98
_ Open
65_
___ Assume good condition .__
Wooded
59
Assume good condition
A. Onsite Impervious Breakdown
Lot
Roadway ea
Driveway / Parking Lot
Sidewalk / Patio
w Other rr s
s„ Totals
B. Offsite Impervious Breakdown
N Contributing Areav
k Lot Roof Area
Lot Driveway
Lot Sidewalk/Patio
m Driveway / Parking Lot
Sidewalk / Paho
x Other �m
Totals
C. Watershed Breakdown
1 3,000 3,000
1 225 225
1275 275
..._.___.._._.._._.___
0
0
1,009
225
4,734
# of Units Area / Umt Area [s
0
0
0
...................._..0......
0
insite im ervious
98
Onsite open
65
Onsite wooded
59
Onsite�ond
100
ffsite tm�ervious �
98
Offsite_°i'e°-_ ...�._
65.__...�
_._... ____5
Offsite wooded
59
Offsite and
100 W
Total area =
Composite
SCS CN =
% Impervious =
734
100,561
0
0
0-------
0_ ---
0
3.00 acres
0.0047 sq.mi.
62
3.6%
0.11
0.58
231
0.00
0.00
0.00
0.00
0.00
0.0_0
0_.00
0_02
0.01
0.00
0.11
0.00
0.00
0_.0_0
0'..00
0.00_
0..00
0.00
0.00
s � Comments � ��
Assume good condition
Assume good condition
Assume good condition
Assume good condition

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -Development - Subbasin 2 - Byp 2/12/2016
D. Time of Concentration Information
Time of Concentration = 6.00 minutes (Assumed Per TR -55)
SCS Lag Time = 3.60 minutes (SCS Lag = 0.6* Tc)
Time Increment '= 1.04 minutes (= 0.29*SCS Lag)

TRADITIONS, PH 2
HYDROLOGIC CALCULATIONS
JPM-15010
Post -D evelopment - Subbasin 3 - To SWMF2
LSCS CURVE NUMBERS
Lot Roof Area
6.25
�.a,�,�.�d.,�.,HSG�,�
Impervious
Open Wooded
Lot Drivew
6.25
225
B
98
61 55
C
98
74 70
D
98
80 77
Assume. HSG'A'=
4.0%
......
HSG B'=
72.0%
_._..---._--..___._..___ __.__._
- lding _.._....._.......
HSG'C'=
1.0%
_Driveway / Parking
HSG'D'=
23.0%
_. _.___ 0
Cover Condition SCS CN
Comments
Impervious
98
5,227
Open
65
Assume food condition m
Wooded
59
Assume good condition
A. Onsite Impervious Breakdown
ContributinArea
# of Units
Area / Unit
Area lstl
Area [ac
Lot Roof Area
6.25
3,000
18,750
0.43
Lot Drivew
6.25
225
1,406
0.03
Lot Sidewalk/Patio
6.25
275
1,719
0.04
Building
Building
-
0
......
Roadway Area
0.00
_._..---._--..___._..___ __.__._
- lding _.._....._.......
14,465
0.33
_Driveway / Parking
...._...._____....._........._._-...._.
.
_. _.___ 0
0.00
Sidewalk / Patio
5,227
0.12
Other_
Driveway
Driveway/ Parking Lot
0
0.00
Totals n ..
.n
0.00
41567.0
95
B. Offsite Impervious Breakdown
Contributin Area
# of Units
Area / Unit
Area Isf]t
ea Aracres
Lot Roof Area
0
0.00 _
Lot Driveway
0
0.0_0_.___
Lot Sidewalk/Patio
0
0.00
_._..---._--..___._..___ __.__._
- lding _.._....._.......
._..._.____.____...___._.._...._.___...-..-.
�__-.....
------_.-----------._..__
0
T
0.00
._._.._Roadwa Area ........................
Driveway
Driveway/ Parking Lot
0
0.00
Sidewalk / Patio
0
0.00
Other
0
0.00
Totals _,,ae_
,.
��
-.r _ .
.� _
.0
0.00
C. Watershed Breakdown
ContributmArea
„SCS CN
Area jsfj y
xwAreaacres�
Comments
Onsite impervious
98
41,567
0.95
Onsite open
65
67,225
154
Assume good condition
Onsite wooded
59
0
0.00
Assume good condition
Onsite _pond
100
7,7160.18
�Ofisite impervious
_
98
0
0.00
Offsite en
65
0
0.00
Assume good condition
Offsite wooded
59
0
0 00
Assume good condition
Offsite pond
100 1
0
0.00
Total area =
2.67
acres
0.0042
sq.mi.
Composite
SCS CN =
79
% Impervious =
35.7%
BROWN, D., PE
2/12/2016

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -D evelopment - Subbasin 3 - To SWMF2 2/12/2016
D. Time of Concentration Information
Time of Concentration = 6.00 minutes (Assumed Per TR -55)
SCS Lag Time = 3.60 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.04 minutes (= 0.29*SCS Lag)

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS
JPM-15010 Post -Development - Subbasin 3 - Byp
L SCS CURVE NUMBERS
HSG..<. ,...Impervious Open ., . Wooded.:,,,., t�
30
Bgg30___
61
C 9874 70
_.._.--__.._......__...... __....._...._._._____—.—._.._._.___.__.__.._.._.___.._ ....__..___.._--
D 98 80 „y 77
Assume. HSG'A'= 4.0%
HSG'B'= 72.0%
HSG'C'= 1.0%
HSG D'= 23.0%
--Cover Condition SCS CN � � Comments
Impervious 98
_Open 65 Assume good condition
Wooded 59 Assume good condition
ILPOST-DEVELOPMENT
A. Onsite Impervious Breakdown
Contributin Area # of Units Area / Unit Area [sf] Area Jac
Lot Roof Area 2 3,000 6,000 0.14
._.__...___ _.----------
.___... _. ......__ ..__._.._ .._....._..-----.___...____.__. ...
Lot Drivewmay _ 2 225 450 0.01
Lot Sidewalk/Patio 2 275 550 0.01
Building _ _ _ _ . _� .. 0 - 00
— -- --
Roadway Area ' 7
_.._� ____ . _ .__.. _______0.0-0.
__.......... Parking Lot __....._.-..._.._..._ ._. _.._.__' _..__........__ _.._._. __. �__._._..._ .._.__..._._0.00
Sidewalk / Patio0 0.00
Other _.._._._._�.0 0.00
ay J Totals _ a . 7 007 0.16
B. Offsite Impervious Breakdown
Contributing Area
# of Units
I Area / Unit
Area Ist7
Area Jac
Lot RooIr a
Onsite open
65 33,686
0 ...-.
0.00
___ _._—.
Lot Driveway
--.-....___.._..__.__.._
_.__.__..._..._._....__...._.........__......__..._...___.._...__
0
0.00
Lot Sidewalk/Patio
0.00
0
_..___..----- _..._.____
0.00
._.__
Building
—... ._. _.. — .-_
...___..__._._..__.__...____..__.______,,..._..__
._____Y__.__..__.__
—____--
0
----__.___ __.__..
0.00
_..___..__ _
_.._Roads Area
Offsite wooded
_....._.....-..__.._.._...___.__...._.....—.__-__.
0
0.00
.___.
Driveway / Parking Lot
100
0
0.00
/ Patio
0
0.00
_Sidewalk
Other .
Composite SCS CN = 66
a
0.00
y
% Impervious = 10.9%
0
0.00
C. Watershed Breakdown
contributing Area a ,� SCS CNArea (sf __Area acres
Comments
Onsite impervious
98 7,007
0.16
Onsite open
65 33,686
0 77
Assume good condition
_
Onsite wooded
59 23,542
0.54
Assume good condition
Onsite and
100 0
0.00
Offsite impervious
_ 98 0
0.00
Offsite open
65 0 _
0.00 1
Assume good condition
Offsite wooded
59 0
0 00
Assume good condition
_Offsrteuond
100
Total area = 1.47 acres
0.0023 sq.mi.
Composite SCS CN = 66
% Impervious = 10.9%
BROWN, D., PE
2/12/2016

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -Development - Subbasin 3 - Byp 2/12/2016
D. Time of Concentration Information
Time of Concentration = 6.00 minutes (Assumed Per TR -55)
SCS Lag Time = 3.60 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.04 minutes (= 0.29*SCS Lag)

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS
JPM-15010 Post -D evelopment - Subbasin 4 - To SWMF3
I. SCS CURVE NUMBERS
4S -
X' ------98
S -- --98 - -39-30
B 98 61 55
C9870
D 98 ---- .__._ 80 ___.._._..._... 77._.__
Assume. HSG'A'= 4.0%
HSG 'B'= 72.0%
HSG'C'= 1.0%
HSG D'= 23.0%
Cover Condition SCS CN Comments
Impervious 98
Open_- 65 Assume ood condition
Wooded 59 Assume good condition
II. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area # of Units Area / Unit Area [sfJ Area �ac
Lot Roof Area 56.5 3,000 169,500 3.89
__56.5 225 1_2,713 0.29
Lot Sidewalk/Patio 56.5 275 15,538 0.36
Building 0 0.00
Roadway Area 68,998 1.58
Driveway / Parking Lot0 0.00
1.
Sidewalk / Paho , w 23 795 O S55
_ _Other 0 _ 0.00
543
B. Offsite Impervious Breakdown
M --Area' # of Units Area / Unit Area [sfJ Area ac
m mA_SL
Lot Roof Area 0 0.00
Lot Driveway....__....__.._. 0 0.00
Lot Sidewalk/Patio0 0.00
Building 0 0.00
..---_------------
Roadway Area .__..._.._._._._....___..._. -......0.00
0 .
Driveway / Parking Lot 0 0.00
Sidewalk / Patio 0 0.00
_ ._ ..
Other 0 0.00
Totals a .rm m 0 0 00
C. Watershed Breakdown
Onsite o en
Onsite wooded
Offsite o en
Offsite wooded
98
65_.
Area Lac
6.67
6.22
OT00
_ 0.33
0.00
_ 0.00
- 0.00
11
0.00
�� Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
BROWN, D., PE
2/12/2016
_
_590_
14,247
98
0
65
0
59
0
Total area =
13.22 acres
0.0207 sq.mi.
Composite SCS CN =
82
% Impervious =
50.5%
�� Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
BROWN, D., PE
2/12/2016

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -Development - Subbasin 4 - To SWMF3 2/12/2016
D. Time of Concentration Information
Time of Concentration = 6.00 minutes (Assumed Per TR -55)
SCS Lag Time = 3.60 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.04 minutes (= 0.29*SCS Lag)

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -D evelopment - Subbasin 4 - To SWMFD2-1 2/12/2016
s,HSG Impervious Open ..e Wooded
A 98 39 30
B98 61 55
.._..._...._..__...._..._.._-._-._. _._..._...___ _..,._...__..,.___ _._._..__.._._.. ..
C 98 74 70
D 98 80 77
Assume. HSG 'A' = 4.0%
HSG'B'= 72.0%
HSG'C'= 1.0%
HSG'D'= 23.0%
Cover Condition SCS CN� Comments
hnpervious _._-..._ .._._ ___98 __.-----
..M-
Oen� 65 _Ass um_e_oodcondition
^Wooded 59 Assume good condition
A. Onsite Impervious Breakdown
Contributing Area P # of Units Area/ Unit Area [si
Lot Roof Area 7 3,000 21,000
_...___ __.. .___.....____w.......___..._ __._ _ -----._T.T. _
Lot Drivel m 7 225 1,575
___a _. _-- _..--—.__----_---_.
Lot Sidewalk/Patio 7 275 1,925
— -- Building_— __........ _. _ : _ . � .�
-
Roadway Area .�_ �_._._ _._._.. .__. _. 11,474
Driveway / Parking Lot 0
.-- ---------- _........_...__...___...__................._-__.____
Sidewalk / Patio4,000
_--_Other � 4 _ _—T— -------- ----- 0
Totals_, ( �- 39,974
B. Offsite Impervious Breakdown
N Contributing, Area # of Units Area / Unit Area [sl
Lot Roof Area 0
Lot Driveway 0
Lot Sidewalk/Patio 0
Building 0
____.._.-_.-----------------.....-------...__
Roadway Area 0
.___._.._____.,_.._.....____ _..__... ____. _.._ _..____.._._.._....__.__- ..._ __..
Driveway_/ Parking Lot_ _0 _-
Sidewalk / Patio 0
Other
� � 0
Totals - 0
C. Watershed Breakdown
Contributing j rea SCS CN Area Jsf Area aer
Onsde im ervious 98 39,974 0 92
Onsite open 65 73,989 1.70
Onsite wooded 59 0 0.00
Onsite pond 100 0 0.00
Offsite impervious 98 0 0.00
Offsite open 65 0 0.00
ILLOffsite wooded 59 0 0 00
Offsite pond 100 0 0 00
Total area = 2.62 acres
0.0041 sq.mi.
Composite SCS CN = 76
% Impervious = 35.1%
Area ac
-----0.48
0.04
0.04
0.26
0_00
0.09
0.00
x,..,.,,.0.92
Areajac
0.00
0.00
TO 00
0.00
0.00
0.00
v 0.00
0.00
Asswne food conddion
_._.
Assume good condition
Assume good condition
Assume good condition

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -Development - Subbasin 4 - To SWMFD2-1 2/12/2016
D. Time of Concentration Information
Time of Concentration = 6.00 minutes (Assumed Per TR -55)
SCS Lag Time = 3.60 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.04 minutes (= 0.29*SCS Lag)

TRADITIONS, PH 2
HYDROLOGIC CALCULATIONS
JPM-15010
Post -D evelopment - Subbasin 4 - To SWMFD2-2
1. SCS CURVE NUMBERS
b ..
Lot Roof Area
19.25
�
Impervious
Wooded
��HS_G,� � _��
�O_pen �
� r��
B
...
98 61 _._..__..__
..... __ ------
55
.__.....___._._......____...._.___.____
_ _._....___
C
. ._. __.
98 74
70
_....__...._...__..._._,_..--_...__.__..,______...__._._._.____............... _.__.__...._..._....____
oma D 98�� 80.77
0.12
Assume: HSG 'A' =
4.0%
HSG B'=
72.0%
HSG'C'=
1.0%
HSG 'D' =
23.0%
Cover Condition
SCS CN -�
Comments
:.-..._.___.__....__.._......__'.....____....._
0
0 _. .
Open mm
65
Assume ood condition ry
Wooded
59
Assume good condition
A. Onsite Impervious Breakdown
Contributi Area
# of Units
Area / Unit
�,
Area [sfJ
t,�� _
--P-,7_5
Area�ac
,
b ..
Lot Roof Area
19.25
�
3,000
3,
�x
57,750
1.33
Lot Driveway
19.25
225
4,331
0.10
P
Lot Sidewalk/ ati o
19.25
275
5,294
0.12
__._.._.-..._ Building_ ___.....___
_ _
100
_
0
._._
0.00
Roadway Area
----__-___ ...-.
98
___......._....____.._..._...__.._-_...._........._..._._._._._.
43,331
0.99
_.._ .___.._._
_._.. Driveway /Parking Lot _._.-...
:.-..._.___.__....__.._......__'.....____....._
0
0 _. .
0.00
Sidewalk /Patio
59
0
14 643
0.34
Other_
-
_ _
0 0 00
0
0.00
Total area =
6.20
acres
125,349
2.88
B. Offsite Impervious Breakdown
0.0097
sq.mi.
Composite SCS CN =
Contributing, Area
# of Units
Area / Unit
Area [sfJ
Area [ac
.v
Lot Roof Area
0
0.00
_
Lot DrivewaX e
_
_ _
.. _. .__...._
0
. _.._. _ _ __ _.
_. _. 0.00
Lot Sidewalk/Patio
0
0.00
---.-
_.._._....______._..__..__..___..___.._..
Building
0
0.00
_
Roadway Area -
-...
0
0.00
Driveway / Parking Lot
0
0.00
Sidewalk / Patro
0
0.00
Other0
�. m.
_. 0.00
Totals
_n�
�.
0.00
C. Watershed Breakdown
ContributinAreaJ
CN
Areasf.
Areaacres
f Comments
Onsite imous
_SC_S
f �98
125,349
2.88
Onsite open
65
144,848
3.33
Assume good condition
Onsite wooded
59
0
0.00
Assume good condition
Onsite pond
_.__
_ _
100
_
0
._._
0.00
_ _ ._ _ __. _
Offsite impervious
98
0
0.00
Offsite open
65
0
0.00
Assume good condition
Offsite wooded
59
0
0 00
Assume good condition
Offsite pond
_
100
_ _
0 0 00
_
Total area =
6.20
acres
0.0097
sq.mi.
Composite SCS CN =
80
% Impervious =
46.4%
BROWN, D., PE
2/12/2016

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-15010 Post -D evelopment - Subbasin 4 - To SWMFD2-2 2/12/2016
D. Time of Concentration Information
Time of Concentration = 6.00 minutes (Assumed Per TR -55)
SCS Lag Time = 3.60 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.04 minutes (= 0.29*SCS Lag)

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS
JPM-15010 Post -Development - Subbasin 4 - Byp
I. SCS CURVE NUMBERS
HSG Impervious Open�Wooded
A 98 39 30
B98 61 55
_.. _._.__. __._._........_---_.--_--
C 98 74 70
--98 �. 80 --- �77,
Assume: HSG'A'= 4.0%
HSG B'= 72.0%
HSG'C'= 1.0%
HSG D' = 23.0%
Cover Condition SC'--'S�CN Comments ��.a
hn
- Open - _ 65 Assume good condition
Wooded W 59 Assume good condition
It. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area �# of Units Area /Unit [ Area acres
rea s
Lot Roof Area 32.5 3,000 97,500 2.24
Lot Driveway 32.5 225 7,313 0.17
Lot Sidewalk/Patio 32.5 275 8,938 0.21
_.._....-__.___..._._.__.....__.....__.__....._.__...__......_..._..._______...,_._._..._......_.._.._.__.__...__...._. _...........__._...___.__..._..
_ Building 0 0.00
Roadway Area 11,211 0.26
Drivew / Pazkin� Lot 0 0.00
Sidewalk / Patio 0 0.00
Other _ 0 0.00
124
Totals _.,�,=w 961�»»_�,.» 2.87
Totals �,.� 4, �.,. »»,
B. Offsite Impervious Breakdown
Contributing Area 4'o Units Area/ Unit Area [sfJ Area acres
z.m
Lot Roof Area 0 0.00
Lot Dnvewa 0 7 0.00
Lot Sidewalk/Patio0 0.00
Building 0 u LL 0.00
T - Roadway Area__.._.__-.___..._._._.._._.:....._._.. 0 ... 0.00
0 0.00
Sidewalk / Patio 0 0.00
Other 0 0.00
Totals. m� s Q� pe a �. N0.00 m�
C. Watershed Breakdown
ContributingA Area ( SCS CN Area [sfl Area facresl. Comments
Onsite nnernous _ . _ _98 124,961 _.._ 2.87
Onsite open 65 626,789 14 39 Assume good condition
___. .__... ._. _ _ ._.
Onsite wooded 59 980,710 22 51 Assume good condition
_. _ ._. _..__.._._ _ _ _.. _ _ .
Onsite pond 100 0 0.00
_... _
Offsite nnpervious 98 0 0.00
Offsite open ` 65 0 0.00 Assume good condition
Offsite wooded - 59 0 0.00 Assume good condition
Offsite pond 100 0 0.00
Total area = 39.77 acres
0.0621 sq.mi.
Composite SCS CN = 64
% Impervious = 7.2%
BROWN, D., PE
2/12/2016

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1 \\ \ Tc = 0.1 HR T
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�- - CN = 62 POINT OF ANALYSIS -
1 inch - 120 ft.
Tc = 0.1 HR/ #2
POINT OF `ANALYSIS
POINT OF ANALYSIS
#4
PRELIMINARY DRAWING - NOT RELEASED h'OR CONSTRUCTION
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PROJECT NO. JPM-15010
FILENAME: JPM150-10—POST
DESIGNED BY: DHB
DRAWN BY: D H B
SCALE: 1 "-120'
DATE: 02/16/2016
SHEET NO. POST
'J I MCADAMS

STORMWA TER MANA GEMENT FA CILIT Y
DESIGN CAL CULA TIONS - LEVEL SPREADER
WITH ENGINEERED FILTER STRIP #2D-1
TRADITIONS - PHASES 2D
JPM-15010

TRADITIONS - PH 2D SNVMF DESIGN D. BROWN, PE
JPM-15010 3/31/2016
SWMF LEVEL SPREADER LENGTHS
Southern LS/EFS (#1)
Design Drainage Area =
CN =
Rational C =
i (per MDC) =
Rational Q_75 hqu =
Required Length of LS/EFS =
Northern LS/EFS (#2)
Design Drainage Area =
CN =
Rational C =
i (per MDC) =
113,963
2.62
76
0.52
0.75
1.02
10.2
270,197
6.20
80
0.60
0.75
Rational Q_75 ice,, = 2.79
Required Length of LS/EFS = 27.9
SWMF LEVEL SPREADER FLOW SPLITTERS
Southern LS/EFS (91)
sf
ac
(Estimated)
(Estimated)
in/hr
cfs
ft
sf
ac
(Estimated)
(Estimated)
in/hr
cfs
ft
Q=
1.02
cfs
Orifice Diamter =
8.00
in
=
0.67
ft
Orifice Area =
0.35
sf
C =
0.60
dimmensionless
CA =
0.21
Orifice Inv. =
329.00
ft
Top of Orifice Elev =
329.67
Orifice Centroid Inv. =
329.33
Overflow Inv. =
330.00
ft
Orifice Head =
0.67
ft
(2gH)^.5
6.55
Q=
1.37
cfs
Northern LS/EFS (#2)
Q=
2.79
cfs

TRADITIONS - PH 2D
SWMF DESIGN
JPM-15010
Orifice Diamter =
15.00
in
=
1.25
ft
Orifice Area =
1.23
sf
C =
0.60
dimmensionless
CA =
0.74
Orifice Inv. =
323.25
ft
Top of Orifice Elev =
324.50
Orifice Centroid Inv. =
323.88
Overflow Inv. =
324.00
ft
Orifice Head =
0.13
ft
(2gH)^.5
2.84
Q=
2.09
cfs
D. BROWN, PE
3/31/2016

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STORMWA TER MANAGEMENT FACILITY
DESIGN CAL CULA TIONS - LEVEL SPREADER
WITH ENGINEERED FILTER STRIP #2D-2
TRADITIONS - PHASES 2D
JPM-15010

TRADITIONS - PH 2D SWMF DESIGN D. BROWN, PE
JPM-15010 3/31/2016
SWMF LEVEL SPREADER LENGTHS
Southern LS/EFS (#I)
1.02
cfs
Design Drainage Area =
113,963
sf
=
2.62
ac
CN =
76
(Estimated)
Rational C =
0.52
(Estimated)
i (per MDC) =
0.75
in/hr
Rational Q.75 in/h, =
1.02
cfs
Required Length of LS/EFS =
10.2
ft
Northern LS/EFS (#2)
329.33
Design Drainage Area =
270,197
sf
Orifice Head =
6.20
ac
CN =
80
(Estimated)
Rational C =
0.60
(Estimated)
i (per MDC) =
0.75
in/hr
Rational Q.75 in/h, = 2.79 cfs
Required Length of LS/EFS = 27.9 ft
SWMF LEVEL SPREADER FLOW SPLITTERS
Southern LS/EFS (#I)
Q=
1.02
cfs
Orifice Diamter =
8.00
in
=
0.67
ft
Orifice Area =
0.35
sf
C =
0.60
dimmensionless
CA =
0.21
Orifice Inv. =
329.00
ft
Top of Orifice Elev =
329.67
Orifice Centroid Inv. =
329.33
Overflow Inv. =
330.00
ft
Orifice Head =
0.67
ft
(2gH)^.5
6.55
Q=
1.37
cfs
Northern LS/EFS (#2)
Q=
2.79
cfs

TRADITIONS - PH 2D
SWMF DESIGN
JPM-15010
Orifice Diamter =
15.00
in
=
1.25
ft
Orifice Area =
1.23
sf
C =
0.60
dimmensionless
CA =
0.74
Orifice Inv. =
323.25
ft
Top of Orifice E,lev =
324.50
Orifice Centroid Inv. =
323.88
Overflow Inv. =
324.00
ft
Orifice Head =
0.13
ft
(2gH)^.5
2.84
Q =
2.09
cfs
D. BROWN, PE
3/31/2016

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NUTRIENT LOADING CAL CULA TIONS
TRADITIONS - PHASES 2D
JPM-15010

TRADITIONS - PH 2 NUTRIENT EXPORT CALCULATION SUMMARY D. BROWN, PE
JPM-15010 2/16/2016
TN -Analysis Area =
87.44 acres [Blue values are linked from TN Calc Spreadsheet]
Nitrogen Loading Allowable =
314.78 Ib/yr
=
3.60 lb/ac/yr
Post -Development TN -Loading w/o Treatment =
6.17 Ib/ac/yr
=
539.71 lb/ac/yr
Drainage Area to Wet Pond SWMF System [On -Site Only] =
33.42 acres
Post-Dev TN -Loading to Wet Pond SWMF System [On -Site Only] =
6.17 lb/ac/yr
=
206.29 lb/yr
TN Removal Efficiency of Wet Pond SWMF System =
25%
TN -Loading Removed by LS/EFS SWMF System [On -Site Only] =
51.57 lb/yr
Drainage Area to LS/EFS SWMF System [On -Site Only] =
12.62 acres
Post-Dev TN -Loading to LS/EFS SWMF System [On -Site Only] =
7.04 lb/ac/yr
=
88.86 lb/yr
TN Removal Efficiency of LS/EFS SWMF System =
30%
TN -Loading Removed by LS/EFS SWMF System [On -Site Only] =
26.66 ib/yr
Post -Development (w/ Treatment) TN -Loading =
236.55 lb/yr
=
2.71 lb/ac/yr
Total Onsite Nitrogen Removal Provided =
51.57 Ib/yr
Remaining TN -Load to be Offset by Payment =
-78.48 lbs/yr
_
-2,354.49 lbs over a 30 -year period (does not include transport factor)
No Nitrogen Payment Required

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