20000783 Ver 5_SW Information_20170117

STORMWATER IMPACT ANALYSIS & FINAL DESIGN OF
TWO ON-SITE STORMWATER MANAGEMENT
FACILITIES AND FINAL HYDRAULIC DESIGN OF ONE
CULVERT CROSSING
TRADITIONS — PHASES 26 & 2C
JPM-14060
WAKE FOREST, NORTH CAROLINA
DATE: DECEMBER 2015
'J
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
;fir+

TRADITIONS - PHASES 2B & 2C
WAKE FOREST, NORTH CAROLINA
STORMWATER IMPACT ANALYSIS & FINAL DESIGN OF TWO ON-
SITE STORMWATER MANAGEMENT FACILITIES AND FINAL
HYDRAULIC DESIGN OF ONE CULVERT CROSSING
PROJECT NUMBER: JPM-14060
DESIGNED BY: DAVE BROWN, PE
DATE: DECEMBER 2015
1
McADAMS
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. # C-0293
• pQ` oFessio � �..
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SEA
19
ey ,
ENGIN
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Traditions — Phase 2B &2C
Stormwater Impact Analysis and Final Design of Two Stormwater Wet Pond
Facilities and Preliminary Design of One Culvert Crossing
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) and to treat all impervious surfaces draining to a
stormwater management facility for 85% TSS removal. In this stormwater impact
analysis, the stormwater runoff from impervious areas that can be reasonably captured
are collected in two wet ponds designed to provide 90% TSS removal and 25% TN
removal. SWMF #2 is designed to provide 2- and 10 -year detention. Since the analysis
point, to which SWMF #3 drains, is in FEMA regulated flood plain, 2- and 10 -year
detention were not provided at SWMF #3. The most recent wet pond design standards
promulgated in in the DWQ Stormwater BMP Manual were used in the preliminary
design of the wet pond.
Calculation Methodology
• 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.
• PondPack Version V8i was used in determining the pre- and post -development
peak flow rates for the 1-, 2-, 10-, 25-, and 100 -year (and 100 -year [worst case])
storm events as well as routing calculations for the proposed stormwater
management facility.
• Two stormwater wet ponds are proposed on this site to treat/manage stormwater
runoff from the proposed development. Water quality sizing calculations for the
proposed stormwater wet ponds were performed in accordance with the DWQ
Stormwater Best Management Practices Manual (NCDENR, July 2007). The
stormwater wet pond will provide 90% TSS removal, nutrient management,
detention for the 2- and 10 -year storm events, and management of the 100 -year
storm event.
• For 100- year storm routing calculations, a "worst case condition" was modeled in
at each SWMF in order to insure each proposed facility would safely pass the
100 -year storm event. The assumption used in this scenario is as follows:
o The starting water surface elevation in each facility, just prior to the 100 -
year storm event, is at the secondary spillway elevation. This scenario
could occur as a result of a clogged siphon or a rainfall event that lingers
for several days. This could also occur as a result of several rainfall events
in a series, before the siphon has an opportunity to draw down the storage
pool.
o A freeboard of at least 12" was provided between the peak elevation
during the "worst-case" scenario and the top of the dam for each facility.
This freeboard neglects the 6" camber and the addition of 3" of topsoil on
the top of the dam.
• 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 ponds) were used in the calculations.
• Regarding 85% TSS removal, the two stormwater wet ponds are designed as 90%
TSS facilities, but only for those impervious areas on site that drain to the ponds.
Given the presence of significant stream reaches on the site, there are some
developed areas on the property that bypass the ponds.
Discussion of Results

It is the opinion of this engineer that the proposed stormwater wet ponds, as designed,
meet Town of Wake Forest requirements for 2-, and 10 -year detention, nutrient
management, and TSS removal. Please refer to the summary of results and complete
calculations attached for any pertinent information.
Roadway D Culvert Crossing
Due to the lack of survey and final grading of the road and lots in the vicinity of the
culvert crossing, the design of the culvert crossing is only preliminary in this submittal.
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 2B and 2C
JPM-14060

TRADITIONS - PH 2 SUMMARY OF RESULTS D. BROWN, PE
JPM-14060 12/2/2015
RELEASE RATE MANAGEMENT RESULTS
POINT OF ANALYSIS#1
Return Period
Pre Dev
Post Dev
[%]
% Increase
83
[cfs]
[cfs]
2-Year7
[%]
l Year
5 03
1.91
—23.41 _.
-62.03%
2 Year
8.37
2.76
-67.03%
.. e. .. ._
10 -Year
___..
.__..... 17.70
...__ _ . _
4.71 l
.
_._
-73.39%
POINT _O_F_ANALYSIS #2�,��,��
Return Period Pre-Dev Post-Dev �% Increase
POINT OF ANALYSIS #3[SWMF #21
Return Period Pre-Dev Post-Dev % Increase��
[cfs]
[cfs]
[%]
1 Year2
83
2.07
-26.86%
2-Year7
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��
POINT OF ANALYSIS #4 [SWMF #31
vK
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.
y POINT OF ANALYSIS AT CULVERT
Return PeriodPost-Dev
[cfs_]_
25 Year � 286.61
100 -Year 338.22
[cfs] [cfs]
[%]
1 Year1
50 0.96
j -36.00%
2 -Year
3.69 1.71
-53.66%
10 -Year
_
( 10.71 4.06
-62.09%
POINT OF ANALYSIS #4 [SWMF #31
vK
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.
y POINT OF ANALYSIS AT CULVERT
Return PeriodPost-Dev
[cfs_]_
25 Year � 286.61
100 -Year 338.22

TRADITIONS - PH 2
SUMMARY OF RESULTS
ac
D. BROWN, PE
JPM-14060
ac
% Impervious =
50.3%
12/2/2015
SrtQxiv�wATR MANAGEMENT "EACII:I')<'i'.#2 sCX1V1MAIt`Y
ft
NWSE =
323.00
Design Drainage Area =
2.35
ac
ft
Surface Area at NWSE =
14,247
Design Impervious Area =
0.95
ac
sf
Siphon Diameter =
2.00
% Impervious =
40.6%
321.75
ft
Control Structure Type =
Riser Box
Top of Dam =
334.00
ft
NWSE =
330.00
ft
Average Depth =
3.00
ft
Surface Area at NWSE =
5,879
sf
Required Surface Area at NWSE =
2,590
sf
Siphon Diameter =
1.00
in
Easdjust WMS Penetration Elevation =
332.25
ft
Control Structure Type =
Riser Box
Riser Type =
4'x4'
Riser Crest =
332.00
ft
Barrel Diameter =
18
in
# of Barrels =
1
Invert In =
329.00
ft
Invert Out =
326.00
ft
Length =
201.34
ft
Slope =
0.0149
ft/ft
Return Period
Inflow
Outflow
Max. WSE
Freeboard
[cfs]
[cfs]
[ft]
[ft]
1 -Year
0.03
331.62
2.38
2 -Year
0.10 �
332.00
2.00
---------8.31
10 -Year
12.11 �
2.89
332.10
1.90
25 -Year
13.87 MW
4.93 -
332.17
1.83
100 -Year
16.24
10.56
332.36
1.64
_
_ 100 -Year - Worst Case
_ 16.24
12.49
332.43
1.57
Design Drainage Area =
13.25
ac
Design Impervious Area =
6.67
ac
% Impervious =
50.3%
Top of Dam =
329.00
ft
NWSE =
323.00
ft
Average Depth =
4.39
ft
Surface Area at NWSE =
14,247
sf
Required Surface Area at NWSE =
13,388
sf
Siphon Diameter =
2.00
in
Easdjust WMS Penetration Elevation =
321.75
ft
Control Structure Type =
Riser Box

TRADITIONS - PH 2 SUMMARY OF RESULTS
JP M-14060
Riser Type = 5'x5'
Riser Crest = 326.00 ft
Barrel Diameter =
24
in
# of Barrels =
1
._.._._.._.__.�.2-Year
Invert In =
321.75
ft
Invert Out =
321.00
ft
Length =
54.5
ft
Slope =
0.0138
ft/ft
D. BROWN, PE
12/2/2015
Return Period
1-Year29.5
Inflow
[cfs]
8
Outflow
[cfs]
4.33
Max. WSE
[ft]
324.81 _.__.
Freeboard
[ft]
4.19
._.._._.._.__.�.2-Year
----.._.39.79
_.� 8.40
_..�. 325.11
3.89
-��10-Year
---61.42_
20.48 �-
326.05
_ 2.95
__..__..._.__._._ 25 -Year
_.__.. 71.70
_
326.47_
_.____.__327.06
� 2.53
100 -Year
85.77 -�-_�
_29.51
33.94
ft
1.94
100 -Year - Worst Case
_-_-- 85.77 rv_
_.._ 36.71
327.69
1.31
Twin Culvert Crossing
Design Drainage Area =
67.35
ac
Culvert Length =
115.00
ft
Culvert Slope =
3.48%
Riprap Class =
Number of Barrels =
2.00
Culvert Material =
Aluminum
Diameter (Ea) =
72.00
in
Burry Depth (Ea) =
12.00
in
U/S Structural Inv (Ea) =
344.00
ft
D/S Structural Inv (Ea) =
340.00
ft
Road Crossing Crest El. =
357.65
100 -Yr WSE =
348.51
ft
100 -Yr Freeboard =
9.14
ft
25 -Yr WSE =
348.15
ft
25 -YR HW/D =
0.69
< 1.2
Riprap Energy Dissipation Basin (Plunge Pool)
Overal Basin Length =
24.00 ft
Overall Basin Width =
22.00 ft
Pool Length =
18.00 ft
Pool Depth (HS) =
1.18 ft
Riprap Class =
B

MISCELLANEOUS SITE INFORMATION
TRADITIONS - PHASES 2B and 2C
JPM-14060

NC DENR - DIVISON OF WATER QUALITY
.0315 NEUSE RIVER BASIN
Name of Stream Description
Class
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
From dam at
Wake Forest
C;NSW
05/01/88
27-23-(2)
Reservoir to Neuse River
Austin Creek (Mitchell Pond)
From source
to
Smith Creek
C;NSW
07/01/96
27-23-3
Hatters Branch
From source
to
Smith Creek
C;NSW
05/01/88
27-23-4
Spring Branch
From source
to
Hatters
C;NSW
05/01/88
27-23-4-1
Branch
Sanford Creek
From source
to
Smith Creek
C;NSW
05/01/88
27-23-5
Toms Creek (Mill Creek)
From source
to
Neuse River
C;NSW
05/01/88
27-24
Perry Creek (Greshams Lake)
From source
to
dam at
B;NSW
05/01/88
27-25-(1)
Greshams Lake
Perry Creek
From dam at
Greshams Lake
C;NSW
05/01/88
27-25-(2)
to Neuse River
Unnamed Tributary near Neuse
From source
to
dam at Camp
B;NSW
05/01/88
27-25-3-(1)
Durant
Unnamed Tributary near Neuse
From dam at
Camp Durant to
C;NSW
05/01/88
27-25-3-(2)
Perry Creek
Harris Creek (Peeples
From source
to
Neuse River
C;NSW
05/01/88
27-26
Creek) (Wake Crossroads
;'ake )
Hodges 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
C;NSW
05/01/88
27-26-1-(2)
Mirl to Harris
Creek
Beaverdam Creek (west side
From source
to
Neuse River
C;NSW
05/01/88
27-27
of Neuse River)
Rocky Creek
From source
to
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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JPM-14060

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TRADITIONS - PHASE 2
JPM-13030
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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
Rating
Acres in AOI
Percent of AOI
ApB
Appling sandy loam, 2 to
B
1.4
1.6%
6 percent slopes
�_
ApB2
Appling sandy loam, 2 to
B
5.0
5.7%
6 percent slopes,
moderately eroded
ApC
Appling sandy loam, 6 to
B
2.7
3.1%
10 percent slopes
BuB
Buncombe loamy sand,
A
3.8�
4.3%
0 to 5 percent slopes,
frequently flooded
CeB2
Cecil sandy loam, 2 to 6
B
18.0
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%
percents
HeC2
Helena sandy loam, 6 to
D
3.1
3.6%
10 percent slopes,
moderately eroded
HeD
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
I 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
Traditions - Phase 2
USDA Natural Resources Web Soil Survey 4/25/2014
�� Conservation Service National Cooperative Soil Survey 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 �p
ApB, ApB2, ApC
Appling sandy loam__
,_ _.._ B rpm n -�-
Wooded
Buncombe loamy sand
_._ reN A
mBuB
CeB2, CeC2
Cecil sandy loam ------.B
98
.�. Open _ ..m...
Colfax sandy loamm
mra m C/D -y
HeC2, HeD�ntachieHelena
sandy loam .W
-eP „W m N D
MeA
Masandy loam
�... n� _. B/Dm.�R.
A
mm _ PgF_ _...,
Pacolet-Gullied land complex
B m
kCover Condition
Wedowee sandy loam .....
_..._ e B
u-WmE _..R.r
WwF
.wN
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
--Impervious----,-,-
98
--- -,Open
- _ _..�.��. 39
Wooded
30
Cover Condition
SCS CN - HSG B
Impervious
98
.�. Open _ ..m...
61
Wooded
55
Cover Condition
SCS CN - HSG C
Impervious .� ,
- -� 98..._,._...
��..n.. . Open
Wooded
70
kCover Condition
SCS CN - HSG D.���
a Impervious .
98 ...R..r.
Open
_. 80
Wooded
77

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PRE -DEVELOPMENT HYDROLOGIC
CALCULATIONS
TRADITIONS - PHASES 2B and 2C
JPM-14060

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TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS
JPM-13030 Pre -Development - Subbasin 1 (OFF)
I. SCS CURVE NUMBERS
HSG Imperious Oen Wooded__
98 39 30
B 98 61 55
C __._. _ _.98 ..__ 74 _70 _..... ._. _
D 98.
Assume: HSG'A'= 4.0%
HSG'B' = 72.0%
HSG'C'= 1.0%
HSG'D' = 23.0%
Cover Condition SCS CN Comments
- Impervious _ _ 98
_ Offen_ _ 65_Assume good condition
Wooded 59 Assume good condition
IL POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributin2 Area # of Units Area / Unit Area [sq
Lot Roof Area 0 0 0
._.__. LotDrivewa .__.. 0 �_._.O _.._.__._.0-.....__._._
Lot Sidewalk/Patio 0 0. _.
_Building �_. 0
Roadway ea _ 0
-Driveway / Parking Lot - �_. _ ___-- 0 -
Sidewalk / Patio 0
Other
Totals. �.� 0 .
B. Offsite Impervious Breakdown
ffi Contributing Area x� # of Units Area / Unit Area (sf]
Lot Roof Area 8.5 3 400 28,900
_ Lot Driveway - 8.5_ 2802,38_0
Lot Sidewalk/Patio 8.5 _ 320
_ Building -_ 0
_-Roadway Area- -0 _
Driveway / Parking Lot 0__
Sidewalk/ _ _. _... _ 0 _._..._-.
Other _ 0
Totals ^ 34,000
C. Watershed Breakdown
Contributing Area SCS CN Area sf n Area acres µ
0.00
0.00
0.00
0.00
0.00
0.00
Area ac
0.66
0.05
0.06
0.00
0.00
0.00
0.00
T 0.00
0.78
OnSltL�m Lprvious _ 98 0 0.00 -
Onsite open 65 0 0.00 _ Assume good condition
Onsite wooded 59 0 0.00 Assume good condition
Onsite�ond _ 100 0 0.00
Offsite im ervious_ 98 34,000 0.78 1
Offsite open 65 - 154,900 3.56 T Assume good condition
Offsite wooded-,---- _ _ 59 0 0.00_ Assume good condition
Offsite pond �1000 0.00
Total area = 4.34 acres
0.0068 sq.mi.
Composite SCS CN = 71
% Impervious = 18.0%
D. BROWN, PE
7/15/2014

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin I (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*SCS La

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS
JPM-13030 Pre -Development - Subbasin 1 (ON)
L SCS CARVE NUMBERS
HSG Impervwus Open Wooded
A 98 39 30
B 98 61 55
C 98 74
D_98 80 77
Assume: HSG'A'= 4.0%
HSG'B'= 72.0%
HSG'C'= 1.0%
HSG'D' = 23.0%
Cover Condition _ _ CS CN � � Comments
__....Impervious N _ _ 98
Open mm 65_ A_ssu_me good condition__,
Wooded 59 m Assume good condition
II. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area # of Units Area / Unit Area [sff
Lot Roof Area 0 0 0
Lot Driveway 0 0 _ 0 _
Lot Sidewalk/Patio _ 0 _m 0 _0
ng
Buildi�._ _ 0
Roadway Area _.. _ _._ r_ 00 �—
Driveway / ParkinLot 0
Sidewalk/ 0
-� Other ._ _.__ ..___. _ 0
0�m
B. Offsite Impervious Breakdown
_Contributin Area # of Units _Area / Unit_Area [sf[��
Lot RoofArea 00 0 3,4 0
_Driveway � 0 280
Lot Sidewalk/Patio 0 320 _ 0
Building �_._._.._. 0
Roadway ea _ 0
Driveway/ Parkes Lot �T 0
Sidewalk/_Patio _ 0
__-Other =ra _ 0_
. Totals �.m4-ttr� 0^.�
C. Watershed Breakdown
'__ Contributing Area SCS CN Area lsfl Area [acres
Onsite impervious _ 98 0 0.00
Onsite 0 0.00
Onsite wooded 59 _ 150,187 _ 3.45
Onsite pond ._.. _ loo __......_ _.0._.___._..! _ _. 0.00
Offsite impervious 98 .__... ._ ._ _...- . 0.00
Offsite.open ___._....DS ..�....._.___._,�._._ _.,.._0_00_ ....___.. j
Offsite wooded 59 _ 0
Offsite pond ne ,s 1.00 ` � � �r� 0.00
Total area = 3.45 acres
0.0054 sq.mi.
Composite SCS CN = 59
% Impervious = 0.0%
Area
0.00
0.00
0.00
0.00
0.00
0000
0.00
0.00
0.00
Assume good condition
Assume ood condition
Assume good condition
Assume good condition
D. BROWN, PE
7/15/2014

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin I (ON) 7/15/2014
D. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
50.6
ft
Height =
1.8
ft
Slope =
0.0356
ft/ft
Manning's n =
0.40
Woods, light underbrush
P (2-year/24-hour) =
3.45
inches (Raleigh, NC)
Segment Time =
9.52
minutes
Segment 3: Channel Flow
Length =
461.1
ft
Height =
18.5
ft
Slope =
0.0401
ft/ft
Manning's n =
0.025
natural channel
Flow Area =
1.00
sf (assume I' x P channel)
Wetted Perimeter =
3.00
ft (assume I' x P channel)
Channel Velocity =
5.74
ft/sec
Segment Time =
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 HYDROLOGIC CALCULATIONS
JPM-13030 Pre -Development - Subbasin 2
1. SCS CURVE NUMBERS
��_ HSG" x�j Impervious Open Wooded
A98
30
.�...___.B 98..__..__.__ _ 61. v 55 _
74 _ 70
_. DD 98 -_ v 80� 77
Assume HSG'A' = 4.0%
HSG'B'= 72.0%
HSG'C'= 1.0%
HSG'D' = 23.0%
Cover Condition SCS CN Comments
�fF Impervious _98
�� Offen^ 65 Assume good condition
Wooded — 59 Assume good condition R�
II. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributin!Area # of Units Area / Unit _ Area [sq
Lot Roof Area __. 0 �... 0_ �.. 0_
Lot Driveway m 0 0 _ 0
Lot Sidewalk/Patio _ ..__..0 .__0, ~� 0
Building _..._._ _-- 0 _
Roadway Area _ 0 Y
Driveway/ ParkinLot _ 0�
Sidewalk /_Patio _ _ 0
Totals - - � 0
B. Offsite Impervious Breakdown
ContributiArea # of Units Area /Unit Area [sq
Lot Roof Area 0 3,400 m 0
_ _Lot Driveway0 280 0
Lot Sidewalk/Patio 0 T 320 0__ .__.. ._.
Roadway Area _ _ _—_ ___�....._.:
Driveway / ParkingLot 0
Sidew_alk/Patio
e Other _ 0
Totals n. »��.
C. Watershed Breakdown
ContributingArea~� m SCS CN Area sfl� Area acres
Onsite impervious 98 0
TOnsite open _ _._ 65_ 0 0.00___.____
Onsite wooded 59 _ 820,532 _ 18.84
Onsite pond 100 0 0.00_
Offsite impervious 98 0 0.00
Offsite open 65 0 0.00
Offsite wooded 59
Offsite pond HI 100 0 0.00 y
Total area = 18.84 acres
0.0294 sq.mi.
Composite SCS CN = 59
% Impervious = 0.0%
Area [ac
0,00
0.00
0.00
0.00
0.00
0000
0.00
0.00
0.00
0.00
0.00
0000
0.00
Assume good condition
Assume good condition
Assume good condition
Assume Rood condition
D. BROWN, PE
7/15/2014

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 2 7/15/2014
D. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
Height =
Slope =
Manning's n =
P (2-year/24-hour) =
Segment Time =
Segment 3: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
50.1
ft
2.9
ft
0.0579
ft/ft
0.40
Woods, light underbrush
3.45
inches (Raleigh, NC)
7.78
minutes
1191.5
ft
46.2
ft
0.0388
ft/ft
0.025
natural channel
1.00
sf (assume P x channel)
3.00
ft (assume P x P channel)
5.64
ft/sec
3,52
minutes
Segment 2: Concentrated Flow
Length =
457 ft
Height =
25 ft
Slope =
0.0548 ft/ft
Paved ? =
No
Velocity =
3.78 ft/sec
Segment Time =
2.01 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
JPM-13030 Pre -Development - Subbasin 3
1. SGS CURVE NUMBERS
HSG
Impernous
Open
Wooded
F.� A
98
39
Lm F 30
B98
0.00
_
_.
C
98 _
_ 74
70
® D��
_.-98
_ 80-
77xK
Assume. HSG'A'= 4.0%
HSG'B'= 72.0%
HSG'C'= 1.0%
HSG'D'= 210%
Cover Condition SCS CN Comments
_ Impervious __ 98
Open _ _ 65 _ Assumeooh d condition
Wooded �59 Assume good condition
Il. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Coutributin2,Area—
of Units
Area / Unit
Area [sfJ
Area a [acres]
Lot Roof Area
0
0
0
0.00
Lot Driveway__. _._
^LotSidewalk/Patio
_ 0
0
_. 0 _._
0.00
Onsite pond _
0 _
0
0
.__ 0.00_
_
_ Building _.
Roadway Area.----
� - �
_
_.O .___..
0.00
0.0.0 --
.00—Driveway/
Driveway /ParkinLLot
59
--------
_0
0� m
�^ 0.00
Sidewalk / Patio
W
�. _.. _ . _
�y ry
._... �.._ 0 _ _ ...
F m
0.00r
_ _
Other
�
___..
0
0
�0.00
Totals
0.00 _
B. Offsite Impervious Breakdown
__Lot Driveway
Lot Sidewalk/Patio
„ lding
Roadway Area
Drivel / Parking Lot
Sidewalk / Patio
Other
—Totals
C. Watershed Breakdown
0 3,400 0 0.00
0 280 . _ 1.. 0 0.00
0 320 0 0.00
0:00
0.00
0 0.00
0 0.00
0 0.00
Total area =
8.14 acres
0.0127 sq.mi.
Composite SCS CN =
Onsite open
65
41,844
0.96
Assume good condition
Onsite wooded
___._ __ _ _
_ _ 59
312,528
7.17
._ _
Assume food condition
Onsite pond _
100
0
0.00
ffsite impervious `
Offsite omen
98
0
0
0.00
0.00
good condition
_ ____65
`----------6T—
Offsite wooded
59
0
0.00
_Assume
Assume good condition
n ra a
1 nn
n
I n nn
Total area =
8.14 acres
0.0127 sq.mi.
Composite SCS CN =
60
% Impervious =
0.0%
D. BROWN, PE
7/15/2014

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS D. BROWN, PE
JPM-13030 Pre -Development - Subbasin 3 7/15/2014
D. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
Height =
Slope =
Manning's n =
P (2-year/24-hour) =
Segment Time =
Segment 3: Channel Flow
Length =
Height =
Slope =
Mannings n =
Flow Area =
Wetted Perimeter =
Channel Velocity=
Segment Time =
50.7
ft
1.6
ft
0.0316
ft/ft
0.40
Woods, light underbrush
3.45
inches (Raleigh, NC)
10.01
minutes
713.3
It
26.1
It
0.0366
ft/ft
0.025
natural channel
1.00
sf (assume F x F channel)
3.00
It (assume F x 1' channel)
5.48
Mee
2.17
minutes
Segment 2: Concentrated Flow
Length =
366
ft
Height =
22.9
It
Slope =
0.0626
ft/ft
Paved ? =
No
Velocity=
4.04
Mee
Segment Time =
1.51
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*SCS Lag)

TRADITIONS - PH 2 HYDROLOGIC CALCULATIONS
JPM-13030 Pre -Development - Subbasin Unanalyzed
I. SCS CURVE NUMBERS
HSG-��Impervious
98 _ 39 _._.30
Open Wooded
B98 61 55
® w
D 9880 _ w 77�
Assume: HSG'A' = 4.0%
HSG 'B' = 72.0%
HSG'C'= 1.0%
HSG'D'= 23.0%
Cover Condition �_ SCS CN Comments _
_.__ Impervious ,�
Open mN 65 Assume good condition
Wooded 59 Assume good condition
It. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributin Area # of Units Area / Unit �p Area [sf] Area acs
ma ,. a IL _
Lot R 8�
Lot Roof Area 0 0 0 0.00
Lo_t Driveway 0 0 00.00_
Lot Sidewalk/Patio o_.. ._ O___ ._._...._._.__.. 0 _. 0.00
Building m 0 0.00
Roadway Area ._. _ ._._ _. _ 0 _ __. _. _ 0.00
_ Drivew_ay / Parking Lot _ __. - 11
.1,21— #REF!
_
Sidewalk / Patio _ 0� 0.00
Other_ _. _ w _ ._O ._._.__. 0.00..
r Totals 11,211 y�. #REF!
B. Offsite Impervious Breakdown
ContributiF na Area # of Units ! Area / Unite Area [sf] Area acl
Lot Roof Area �0 3,4_00 0 0.00
— Lot Drivewaym— ___.. 280 0
~ Lot Sidewalk/Patio _,_ 0 320 ._. _._ ._..___O_._._.._.._.._
Build' ® ! _ 0 0.00
Roadway Area _ .- .___. _ 0 _ 0.00
0 __.._ 0.26
Sidewalk / Patio0 0.00
Other O. 0.00
..�eu. Totals ����,. 0�„�.�, 0.26
C. Watershed Breakdown
Contributing Area SCS CN f Areas Area [acres „ ja Comments
Onsite impervious M - 98 11,211
Onsite open 65 335,798 __.._. M 7.71 _ 4 T Assume good condition
_ _
-Onsite woodedp� 59 _j 2,150,642 49.37 Assume good condition
_ Onsitepond 100 0 0.00
Offsite impervious 98 0 0.00
Offsite open 65 0 0.00 Assume good condition
_ m �_. _.__....__ ._— _..._ __.-.. .._..__ ._
Offsite wooded 59r 0 0.00 Assume good condition
Offsite pond A 100, 1 0 y 0.00 E s�
Total area = 57.34 acres
0.0896 sq.mi.
Composite SCS CN = 60
% Impervious = 0.4%
D. BROWN, PE
7/15/2014

POA#3
SUB03
Scenario: Pre -Development 1 year
SUB02-BYP
SUB03
POA#2
SUB0I-OFF
S'+I rVII
SUB02 SUB02
SUB01 - ON
E
SUB01
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
JPM-13030.ppc Center [08.11.01.561
7/15/2014 27 Siemon 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
Y a Development 1
1
0.083
730.000
0.57
SUB01 - ON
Y a Development 2
2
0.149
728.000
1.50
SUB01 - ON
YeaDevelopment 10
10
0.378
727.000
4.60
SUBO1 - ON
Pre -Development 25
25
0.538
726.000
6.49
year
SUB01 - ON
Pre -Development 100
100
0.828
726.000
9.40
ear
SUB02
Pre -Development 1
1
0.451
731.000
2.83
year
SUB02
Pre-YeaDevelopment 2
2
0.812
730.000
7.51
SUB02
Y a Development 10
10
2.063
728.000
23.41
SUB02
Pre -Development 25
25
2.935
728.000
33.02
year
SUB02
Pre-YeaDevelopment 100
100
4.519
727.000
47.89
SUB03
YeaDevelopment 1
1
0.215
732.000
1.50
SUB03
Pre -Development 2
2
0.379
730.000
3.69
year
SUB03
Pre -Development 10
10
0.938
728.000
10.71
year
SUB03
YeaDevelopment 25
25
1.324
728.000
14.92
SUB03
eaDevelopment 100
100
2.023
728.000
21.33
SUB01-OFF
Pre -Development 1
1
0.266
722.000
4.91
year
SUB01-OFF
Yea Development 2
2
0.400
722.000
7.65
SUB01-OFF
Pre -Development 10
10
0.806
721.000
14.31
year
SUB01-OFF
Y a�Development 25
25
1.065
721.000
17.86
SUB01-OFF
Y a Development 100
100
1.511
721.000
23.02
Node Summary
Label Scenario
POA#1
Pre -Development 1
year
Return
Event
(years)
1
Hydrograph Time to Peak Peak Flow
Volume (min) (ft3/s)
0.3491 722.0001 5.03
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 1 of 2
Watertown, CT 06795 USA [phone]

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
year
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 -Development 1
1
0.451
731.000
2.83
year
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
year
POA#2
Pre -Development 25
25
2.935
728.000
33.02
year
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 2
2
0.379
730.000
3.69
ear
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
Pre -Development 100
100
2.023
728.000
21.33
year
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JPM-13030.ppc Center [08.11.01.56]
7/15/2014 27 Siemon Company Drive Suite 200 W Page 2 of 2
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McADAMS
Scenario: Pre-Development 1
year
go A 3
SUB03
Traditions Ph. 2
JPM-13030.ppc
POA#2
SUB02-BYP
0,
SUB03
SUB02
SUB01-OFF
SWMI
ii
SUB02
SUB01 - ON
SUB01
D. Brown, PE
7/15/2014

M" Mc.ADAMS
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
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
Pre -Development 100
100
0.828
726.000
9.40
year
SUB02
1
1
0.451
731.000
2.83
Development
year
SUB02
YeaDevelopment 2
2
0.812
730.000
7.51
SUB02
Development 10
10
2.063
728.000
23.41
year
SUB02
Pre-YeaDevelopment 25
25
2.935
728.000
33.02
SUB02
Pre -Development 100
100
4.519
727.000
47.89
year
SUB03
YeaDevelopment 1
1
0.215
732.000
1.50
SUB03
Pre -Development 2
2
0.379
730.000
3.69
year
SUB03
Pre -Development 10
10
0.938
728.000
10.71
year
SUB03
Pre -Development 25
25
1.324
728.000
14.92
year
SUB03
YeaDevelopment 100
100
2.023
728.000
21.33
SUB01-OFF
Y a Development 1
1
0.266
722.000
4.91
SUB01-OFF
YeaDevelopment 2
2
0.400
722.000
7.65
SUB01-OFF
Pre -Development 10
10
0.806
721.000
14.31
year
SUB01-OFF
YeaDevelopment 25
25
1.065
721.000
17.86
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
JPM-13030.ppc 7/15/2014

'=':!'YM_cADA.MS
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
re Development 1
1
0.349
722.000
5.03
yea
POA#1
Pre -Development 2
2
0.549
722.000
8.37
year
POA#1
re Development 10
10
1.184
722.000
17.70
yea
POA#1
Pre -Development 25
25
1.602
722.000
22.83
year
POA#i
Pre -Development 100
100
2.339
722.000
30.46
year
POA#2
Prrea�Development 1
1
0.451
731.000
2.83
POA#2
Y re-Development2
2
0.812
730.000
7.51
year
POA#2
Pre -Development 10
10
2.063
728.000
23.41
year
POA#2
Pre -Development 25
25
2.935
728.000
33.02
ear
POA#2
100
100
4.519
727.000
47.89
Development
year
POA#3
Pre-Development
e Development 1
1
0.215
732.000
1.50
POA#3
re Development 2
2
0.379
730.000
3.69
POA#3
Pre -Development 10
10
0.938
728.000
10.71
year
POA#3
re Development 25
25
1.324
728.000
14.92
yea
POA#3
Per -Development 100
100
2.023
728.000
21.33
Traditions Ph. 2 D. Brown, PE
JPM-13030.ppc 7/15/2014

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PROJECT NO. JPM-14060
FILENAME: JPM14060—PRE
DESIGNED BY: D H B
DRAWN BY: D H B
SCALE: 1 "=120'
DATE: 12/31/14
SHEET NO. P R E
M MCADAMS

POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
TRADITIONS - PHASES 2B and 2C
JPM-14060

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TRADITIONS, PH 2
HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-14060
Post -Development - Subbasin 2 - Byp
4/9/2015
1. SCS CURVE NUMBERS
HSG
Impervious
r
a..
Open
Wooded
A
o-
98
39
30
B98
61
55
_..
C
( 98
74 _7
70
D
98
lrtt
80
„ a.„n 77
Assume. HSG'A'=
4.0%
HSG 'B' =
72.0%n
HSG'C'=
1.0%
HSG'D'=
23.0%,
Cover Condition
SCS CN
Comments
Impervious
98
Open
65
Assume good condition
Wooded
Wooded
( 59
goo
Assume d condition,---
II. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area
# of Umts
Area / Unit
Area [sf[
Area (acres
Lot Roof Area
4
i'060
12 000
!
0.28
Lot Driveway
_.
4
225
900
0 02
Lot Sidewalk/Patio4
1
275
1,100
0.03
Building
0
0.00
Roadway Area
6
0.00
Driveway / Pazking Lot
0
0 00
Sidewalk / Patio
129
0.00
Other
Totals .�.
v,
0
d.�_�,.. o 14 135
0.00 ._
0 32
B. Offsite Impervious Breakdown
Contributor Area
j # of Units
Area /Unit
Area [sf) Area acres
Lot Roof Area
M
0
0.00
Lot Dnveway0
0 00
Lot Sidewalk/Patio
_,
._ 0
0.00
..
Budding
0
0 00
Roadway Area
y
0
0 00 _.
_.
Driveway / Parking LotJ
LLSidewalk
0
0 00
/ Patio
( 0
0.00
Other
i
0
0
0 00
000
Totals
X„ ley
C. Watershed Breakdown
Contributing Area
SCS CN
Area [sf]
Area [acres
�.. Comments .
a
Onsite impervious
98
14,135
0.32
Onsite open
...
65
63 566
1 46 -
Assume good condition
-- _.
Onsite wooded
59
55 886
1.28
( Assume good condition
_
Onsite pond(
100
0
0.00
(
Offsite impervious
98
65
0
0
0.00
;0 00
j Assume condition
Offsite open
good
Offsite wooded
59
0
0 00
Assume good condition
Offsite pond
Total area =
3.07 acres
0.0048 sq.mi.
Composite SCS CN =
66
% Impervious =
10.6%

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-14060 Post -Development - Subbasin 2 - Byp 4/9/2015
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-13030
Post -Development
- Subbasin 3 - To SWMF2
I' SCS CURVE NUMBERS
0.95
Onsite open
HSG
Impervious
Open
Wooded
A j
98
39 (
30 _..
B
98
61
55
C ..
9s ...
74 .
. .. .
70
D
98 I
F
77
Assume: HSG'A'=
4.0%
0
HSG 'B' =
72.0%
59
HSG'C'=
1.0%
0.00
HSG'D'=
23.0%
Cover Condition
SCS CN I
Commentsv
hnpervwus
98�
2.35
Open
65 F
Assume good condition
Wooded
59 ,_t
Assume good condition
11. POST -DEVELOPMENT
=
81
A. Onsite Impervious Breakdown
% Impervious
Could uting rea
# of Units Area / Unit
} Area [sf] f
Lot Roof Area
6 25
3 000
_._._
18 750
__.__...._ _ ..._..
_._..._Lot Driveway._._._ .._'
_ ___. _. E ...
6.25
225 _.__..._.._.__...__._1,406..._..__...._.1
Lot Sidewalk/Patio i
6.25
275
1,719
Buildin
..
_.
Roadway Area14
465
ve/ Parkmg 1 of
Driway
i'
p
Patio
Sidewalk / Pat
_ ._ ... _ .....__ _ ._ .._ .... _ __...
.. _ .
5,227 j
Other
0
B. Offsite Impervious Breakdown
NTContributing Area a„
Lot Roof Area
_.._.._._.._.._._..__.._....._._..._.
_Lot D_rivew_ay
Lot Sidewalk/Patio
_._.................._......_.__ _..__...._... _-.........
.
Building__ - _
Roadway Area
Driveway / Parking Lot
Sidewalk / Patio
_._._.__._......._....
.__....._..__.___......_
Other
C. Watershed Breakdown
0
0
ontribut� Area SCS CN [ reasI
Afa'[' ac
Onsite unpernous98
41,567
0.95
Onsite open
65
53,042
11 1.2 ' 2
Onsite wooded
59
0
0.00
_
Onsite and
_
100
7,716
0.18
Offsite unpervious
i 98
00
00
_ ..
Offsite open
65
0
0.00
Offsite wooded
59
0
0.00
Offsiteond
m ,.,r. 100
�,�
st , 000
Total area
=
2.35
acres
0.0037
sq.mi.
Composite SCS CN
=
81
% Impervious
=
40.6%
Area a_c
0.43
0.03
0.04
0.00
_033
0.00
0.12
0.00
0.95
Area [ac
0._00
_...._. 0.00
0.00
_..._0.00
0.00
0.00
0.00
Assume good condition
Assume good condition
Assume good condition
Assume good condition
BROWN, D., PE
4/9/2015

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-13030 Post -Development - Subbasin 3 - To SWMF2 4/9/2015
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-14060
Post-Development - Subbasin 3 - Byp
I SCS CURVE NUMBERS
HSG
Impervious
Open
Wooded
-. ..
A
.,� -
i 98
39
30 _
_.. B _
[ 98
6155
C
74..
70
_98 _ .
8,. _89 1...
v. 77______
Assume: HSG'A'=
4.0%
HSG 'B'=
72.0%
HSG'C'= 1.0%
HSG'D'=
23.0%
Cover
SCS CN
Comments
Impervious
98
_._
Open
65
Assume good condition
Wooded
59
Assume good condition
11. POST-DEVELOPMENT i
A. Onsite Impervious Breakdown
ContributinAreay # of Units Area / Unit
Area [sf]Area�acres]
unr
Lot Roof Area
3 000
6 000 I
0 14
Lot Driveway
.
2
�.
225
450
0 01
Lot Sidewalk/Patio
2
- 275
550
0.01
Building
0
0,00 _
Roadway Area
_-
7
0.00
Driveway / Parking I of
0
0.00
Sidewalk / Patio
0
0.00
Other
Totals
Totals
0
7 007
0 00
0 16
p
�M
B. Offsite Impervious Breakdown
Contributing ..Area sf
Contributor Area # of Units 1 Area / Umt [ I Area (acresL
Lot Roof Area 0 0 00
Lot Driveway.
0
0 00 _.
Lot Sidewalk/Patio0
0.00
Building
i
0 ._. _
0 00
Roadway Area
0
Driveway /Parking Lot
Sidewalk / Patio
1
0
0
0 00
0.00
Other
Q
, 0
I
Totals
0
0.00
... .„..,��.,.�
C. Watershed Breakdown
Contnbutm Area SCS CN YArea [sfI
Area (acres (
Comments
Onsite impervious1111­11­1­1111-11-11 .
98
7 007
0 16
Onsite open
65
33 686
0.77 j
_.
Assumegood condition
.
Onsite wooded
; 59
23 542
0 54 1
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
.uu. U� iu.
0
, .,.� 1
0.00
Total area =
1.47 acres
0.0023 sq.mi.
Composite
SCS CN =
66
% Impervious =
10.9%
BROWN, D., PE
4/9/2015

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-14060 Post -Development - Subbasin 3 - Byp 4/9/2015
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-13030
Post -Development - Subbasin 4 - To SWMF3
1. SCS CURVE NUMBERS ;
HSG
Impervious
Oen
Wooded
A
_ . .
98 (
39
30
B98
61
55
C
98
74 ..
70
98.80.
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
I1. POST -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area Wo Units Area / Uni
j Area Isf] i
Lot Roof Area
56 5
3,000
169,500
Driveway
1_.._..__ 56.5
225
12,713
..._Lot ._..._...
Lot Sidewalk/Patio
I 56.5
275
15,538
Building
j0
Roadwa Area
68,998
Driveway / Parking Lot
0
Sidewalk / Patio
! 23 795 I
Other
0
n Totals,
!
s
� 290 543
B. Offsite Impervious Breakdown
Contributing Area
# of Units
Area / Unit( Area jsf�
Lot Roof Area
0I
Lot Driveway
0 _�
Lot Sidewalk/Patio
i
_
0
.. .... . ..._,_.�
Building
-
0
Roadway Area
Driveway / Parking Lot
Sidewalk / Patio
..
w
4
0
p
Other
,Totals,
C. Watershed Breakdown
Contributor Area u
SCS CN Area (sf
Area [acres� w
Onsite impervious
(
98
?90,543___
_,_____6.-67
Onsite open
65
272 448
6 25
_..
Onsite wooded
59
0
-
0.00
j
100
14 247
0 33
Offsite impervious
i
{
980
0.00
Oftsrte open
65
0 00
Offsite woo ded59
j
-
0
0 00
Offsite and
100
0
0.00
Total area =
13.25 acres
0.0207 sq.imi.
Composite
SCS CN =
82
% Impervious =
50.3%
0.36
0.00
1 58
Q..00
0 55
0.00
6.67
0 00
0.._00
0-:99
0,00
0.00
0.100
0.00
0.00
Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
BROWN, D., PE
4/9/2015

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-13030 Post -D evelopment - Subbasin 4 - To SWMF3 4/9/2015
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-13030 Post -Development - Subbasin 4 - Byp 4/9/2015
LSCS CURVE NUMBERS
HSC Impervious
Open
Wooded
--
A 98 {
39 i 30
C98
74_.___x....._.___70
ww98 1 ....
, 80
77
Assume: HSG'A'= 4.0%
HSG'B'= 72.0%
HSG'C'= 1.0%
HSG'D'= 23.0%
Cover Cond�t�on � SCS CN �
Comments
Impervious 98
Open 65 a
Wooded 59 F
Assume good condition
sume condition
m
good
II. ,POST -DEVELOPMENT
A. Onsite Impervious Breakdown
ContrtbutinnAreap N # of Units Area / Umt
Area lsf�
Area acres
f esl
,M
Lot Roof Area 13.75
a s . R,
3,006
41 250
0 95
Lot Driveway13.75
225
3,094
{ 0.07
Lot Sidewalk/Patio 13 75
275 _
3 781
0 09
_
Building
0
0 00
__ Roadway Area
_
24 498
0.56
Dnvewa� /Parking Lot
0
0 00
Sidewalk / Patio
Other
4 437
0
0.10
0.0 0
B. Offsite Impervious Breakdown
.
Contr�but�n�Area � # of Umts Area / Umt � Area [sfj
� Area�acres��
Lot Roof Area
�
_ {
0
�
i 0 00 _..
Lot Driveway
0
0.00
Lot Sidewalk/Patio )
0
0.00
Bu�ldm .._.
_ 0
0 00
Roadway Area{
_ ....
0
0.00
p
Drivew�y/ Parking Lot _ _
._.. ... - ----
0 _—
� . _.. _ 0.00.
Sidewalk / Patio (
0
0 00
Other
0.00
L0
totals
j 0 n i 0.00
C. Watershed Breakdown
ContributmgArea� SCS CN Area �sf�j Areaacres�
Comments
Onsite nnPernous 98
77 060
1.77 _
Onsite open 65
428 670
9 84
Assume good condition
Onsite wooded 59
1,630,721 j
37.44
Assume good condition
Onsite Pond 100
0
0.00
Offsite nnpervious 98
_ __
0
0.00
Offsite open 65
0
0.00
Assume good condition
i
Offsite wooded 59
0
0 00
Assume good condition
u,.,,OffsiCeond ]00
6-m,
000,,x.
Total area =
49.05 acres
0.0766 sq.mi.
Composite SCS CN =
62
% Impervious =
3.6%

�� MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
SUB03-BYP
Post -Development 1
1
0.064
723.000
0.94
year
SUB03-BYP
year Development 2
2
0.102
723.000
1.68
SUB03-BYP
Post -Development 10
10
0.224
722.000
3.68
year
SUB03-BYP
Post- 25
25
0.304
722.000
4.78
year
SUB03-BYP
Worst Case
100
0.445
722.000
6.41
SUB03-BYP
Post -Development
100
0.445
722.000
6.41
100 year
SUB01
Post -Development 1
1
0.101
722.000
1.91
year
SUB01
Post- 2
2
0.145
722.000
2.76
yea r
SUB01
Post -Development 10
10
0.272
722.000
4.71
year
SUB01
Post -Development 25
25
0.351
722.000
5.68
year
SUB01
Worst Case
100
0.485
722.000
7.05
SUB01
Post -Development
100
0.485
722.000
7.05
100 year
SUB02
Post- 1
1
1.983
722.000
38.34
yea r
SUB02
Post -Development 2
2
2.795
722.000
53.98
year
SUB02
Post- Development 10
10
5.120
722.000
88.81
year
SUB02
Post -Development 25
25
6.549
722.000
105.92
year
SUB02
Worst Case
100
8.961
722.000
129.76
SUB02
Post -Development
100
8.961
722.000
129.76
100 year
SUB02-BYP
year Development 1
1
0.134
723.000
1.96
SUB02-BYP
Development 2
2
0.214
723.000
3.52
year
SUB02-BYP
Post -Development 10
10
0.467
722.000
7.69
year
SUB02-BYP
Post- 25
25
0.635
722.000
9.99
year
SUB02-BYP
Worst Case
100
0.928
722.000
13.39
SUB02-BYP
Post -Development
100
0.928
722.000
13.39
100 year
SUB03
Post- Development 1
1
0.318
722.000
6.42
year
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

J McADAMS
Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
year
Event
Volume
(min)
(ft3/s)
POA#1
Post- Development 2
(years)
(ac -ft)
722.000
2.76
SUB03
Post -Development 2
2
0.422
722.000
8.31
POA#1
year
10
0.272
722.000
4.71
SUB03
Post- Development 10
10
0.706
722.000
12.11
POA#1
year
25
0.351
722.000
5.68
SUB03
Post -Development 25
25
0.874
722.000
13.87
POA#1
year
100
0.485
722.000
7.05
SUB03
Worst Case
100
1.152
722.000
16.24
SUB03
Post -Development
100
1.152
722.000
16.24
100 year
SUB04
Post -Development 1
1
1.485
722.000
29.58
year
SUB04
Post -Development 2
2
2.029
722.000
39.79
year
SUB04
Post -Development 10
10
3.543
722.000
61.42
yea r
SUB04
Post -Development 25
25
4.457
722.000
71.70
year
SUB04
Worst Case
100
5.983
722.000
85.77
SUB04
Post -Development
100
5.983
722.000
85.77
100 year
CULVERT
Post -Development 1
1
9.104
729.000
128.55
year
CULVERT
Post- Development 2
2
12.082
728.000
167.32
year
CULVERT
Post- Development 10
10
20.181
727.000
248.19
year
CULVERT
Post -Development 25
25
24.994
727.000
286.61
year
CULVERT
Worst Case
100
32.959
727.000
338.22
CULVERT
Post -Development
100
32.959
727.000
338.22
100 year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
POA#1
Post- Development 1
1
0.101
722.000
1.91
year
POA#1
Post- Development 2
2
0.145
722.000
2.76
year
POA#1
Post- Development 10
10
0.272
722.000
4.71
year
POA#1
Post -Development 25
25
0.351
722.000
5.68
year
POA#1
Worst Case
100
0.485
722.000
7.05
Traditions Ph. 2 D. Brown, PE
J PM -14060. ppc 12/2/2015

4f JUnWjMAWT67=A
Subsection: Master Network Summary
Node Summary
Label
POA#1
POA#2
POA#2
POA#2
POA#2
POA#2
POA#2
POA#3
POA#3
POA#3
POA#3
POA#3
POA#3
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA CULVERT
POA CULVERT
POA CULVERT
POA CULVERT
POA CULVERT
Scenario
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Return
Event
(years)
100
1
2
10
25
100
100
1
2
10
25
100
100
1
2
10
25
100
100
1
2
10
25
100
Hydrograph
Volume
(ac -ft)
0.485
0.734
1.618
4.178
5.767
8.638
8.468
0.095
0.159
0.563
0.811
1.595
1.230
0.872
1.411
2.917
3.828
5.972
5.351
9.104
12.082
20.181
24.994
32.959
Time to Peak
(min)
722.000
723.000
781.000
752.000
732.000
725.000
727.000
723.000
723.000
751.000
729.000
724.000
725.000
755.000
752.000
732.000
730.000
730.000
731.000
729.000
728.000
727.000
727.000
727.000
Peak Flow
(ft3/s)
7.05
2.07
4.95
21.14
39.48
111.23
87.87
0.96
1.71
4.06
7.13
18.01
15.34
4.33
8.40
20.48
29.51
36.71
33.94
128.55
167.32
248.19
286.61
338.22
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

M McADAMS
Subsection: Master Network Summary
Node Summary
Label Scenario Return Hydrograph
Event Volume
(years) (ac -ft)
POA CULVERT I Post -Development I 100 I 32.959
100 year
Time to Peak
(min)
727.000
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
Peak Flow
(ft3/s)
338.22
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(ft)
Development
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc
12/2/2015
Post-
SWMF1 (IN)
Development
1
1.983
722.000
38.34
(N/A)
(N/A)
1 year
SWMF1
Post -
Development
1
0.600
908.000
1.09
356.56
1.406
(OUT)
1 year
Post-
SWMF1 (IN)
Development
2
2.795
722.000
53.98
(N/A)
(N/A)
2 year
SWMFI
Post -
Development
2
1.404
782.000
4.51
356.80
1.548
(OUT)
2 year
Post-
SWMF1 (IN)
Development
10
5.120
722.000
88.81
(N/A)
(N/A)
10 year
SWMFI
Post -
Development
10
3.711
753.000
18.99
358.08
2.339
(OUT)
10 year
Post-
SWMF1 (IN)
Development
25
6.549
722.000
105.92
(N/A)
(N/A)
25 year
SWMF1
Post -
Development
25
5.133
733.000
35.70
358.43
2.559
(OUT)
25 year
SWMF1 (IN)
Worst Case
100
8.961
722.000
129.76
(N/A)
(N/A)
SWMF1
Worst Case
100
7.710
725.000
100.28
359.42
3.201
(OUT)
Post-
SWMF1 (IN)
Development
100
8.961
722.000
129.76
(N/A)
(N/A)
100 year
SWMF1
Post -
Development
100
7.540
728.000
79.06
358.99
2.921
(OUT)
100 year
Post-
SWMF2 (IN)
Development
1
0.318
722.000
6.42
(N/A)
(N/A)
1 year
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc
12/2/2015

J McADAM-S
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)
SWMF2
Post-
Development
1
0.031
1,440.000
0.03
331.62
0.287
(OUT)
1 year
Post-
SWMF2 (IN)
Development
2
0.422
722.000
8.31
(N/A)
(N/A)
2 year
SWMF2
Post-
Development
2
0.056
1,387.000
0.10
332.00
0.366
(OUT)
2 year
Post-
SWMF2 (IN)
Development
10
0.706
722.000
12.11
(N/A)
(N/A)
10 year
SWMF2
Post-
Development
10
0.339
752.000
2.89
332.10
0.387
(OUT)
10 year
Post-
SWMF2 (IN)
Development
25
0.874
722.000
13.87
(N/A)
(N/A)
25 year
SWMF2
Post-
Development
25
0.507
731.000
4.93
332.17
0.402
(OUT)
25 year
SWMF2 (IN)
Worst Case
100
1.152
722.000
16.24
(N/A)
(N/A)
SWMF2
Worst Case
100
1.150
725.000
12.49
332.43
0.459
(OUT)
Post-
SWMF2 (IN)
Development
100
1.152
722.000
16.24
(N/A)
(N/A)
100 year
SWMF2
Post-
Development
100
0.785
727.000
10.56
332.36
0.445
(OUT)
100 year
Post-
SWMF3 (IN)
Development
1
1.485
722.000
29.58
(N/A)
(N/A)
1 year
SWMF3
Post-
Development
1
0.872
755.000
4.33
324.81
0.744
(OUT)
1 year
Post-
SWMF3 (IN)
Development
2
2.029
722.000
39.79
(N/A)
(N/A)
2 year
SWMF3
Post-
Development
2
1.411
752.000
8.40
325.11
0.882
(OUT)
2 year
Post-
SWMF3 (IN)
Development
10
3.543
722.000
61.42
(N/A)
(N/A)
10 year
Traditions Ph. 2
J PM-14060. ppc
D. Brown, PE
12/2/2015

CADAM
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)
SWMF3
Post-
I Development
I 10
I 2.9171
732.000
I 20.481
326.05
I 1.342
(OUB
SWMF3 (IN)
SWMF3
(OUT)
SWMF3 (IN)
SWMF3
(OUT)
SWMF3 (IN)
SWMF3
(OU -0
10 year
Post -
Development
25 year
Post -
Development
25 year
Worst Case
Worst Case
Post -
Development
100 year
Post -
Development
100 vear
251 4.4571 722.000 i 71.701
25
100
100
100
100 1
3.828
5.983
5.972
5.983
5.351 1
730.000
722.000
730.000
722.000
731.000 1
29.51
85.77
36.71
85.77
33.941
(N/A)
326.47
(N/A)
327.69
(N/A)
327.06
(N/A)
1.558
(N/A)
2.233
(N/A)
1.878
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc
12/2/2015

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PROJECT NO. 7M-14 6
FILENAME:JPM14060—POS
DESIGNED BY: DHB
DRAWN BY: DHB
SCAM 1"=120'
DATE: 04/16/2015
L7 NO. POST

STORMWA TER MANA GEMENT FA CILIT Y
DESIGN CALCULATIONS - SWMF #2
TRADITIONS - PHASES 2B and 2C
JPM-14060

TRADITIONS PHS 2A/213 STORMWATER MANAGEMENT FACILITY #2 D. BROWN, PE
JPM-14060 SSFxn Above NP 12/1/2015
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
Ks = 7346
b = 1.1472
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)
NP 330.00
0.00
5,879
10000
330.50
0.50
7,568
6724
3362
3362
0.51
331.00
1.00
8,105
7837
3918
7280
0.99
332.00
2.00
9,222
8664
8664
15944
1.96
333.00
3.00
10,396
9251
18501
25781
2.99_
TOD 334.00
4.00
11,626
11011
11011
36792
4.07
Ks = 7346
b = 1.1472
Storage vs. Stage
40000
35000
y = 7346.1 x 1 1472
30000
R = 0.9997
LL 25000
20000
M
° 15000
10000
5000
0
0.00
1.00 2.00 3.00 4.00 5.00
Stage (feet)
Ks = 7346
b = 1.1472

TRADITIONS PHS 2A/2B STORMWATER MANAGEMENT FACILITY #2 D. BROWN, PE
JPM-14060 SSFxn Main Pool 12/1/2015
STAGE -STORAGE FUNCTION - MAIN POOL
321.00 1.00 282 215 215 215 1.12
322.00 2.00 441 362 362 576 1.94
323.00
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)
320.00 0.00 147
326.00
6.00
1,329
1199
321.00 1.00 282 215 215 215 1.12
322.00 2.00 441 362 362 576 1.94
323.00
3.00
626
534
534
1110
2.80
324.00
4.00
835
638
1276
1852
3.72
325.00
5.00
1,069
755
2265
2841
4.73
326.00
6.00
1,329
1199
1199
4040
5.75
327.00
7.00
1,614
1028
5138
5714
6.98
328.00
8.00
1,924
1769
1769
7483
8.11
329.00
9.00
2,306
2115
2115
9598
9.32
329.50
9.50
2,488
2397
1199
10796
9.96
NP 330.00
10.00
3,559
3024
1512
12308
10.71
Storage vs. Stage
14000
12000
10000
LLv
y = 176.03x'.7
s1
RZ = 0.9932
8000
CD
0 6000
4000
2000
0
0.00 2.00 4.00 6.00 8.00 10.00 12.00
Stage (feet)
Ks = 176
b = 1.7910

TRADITIONS PHS 2A/213 STORMWATER MANAGEMENT FACILITY #2 D. BROWN, PE
JPM-14060 SSFxn Forebay 12/1/2015
STAGE -STORAGE FUNCTION - FOREBAY
Storage vs. Stage
6000
•
5000
y = 150.58x'.7775
-- 4000 RZ = 0.9948
LL
V
� 3000
M
0
U) 2000
1000
0
0.00 2.00 4.00 6.00 8.00
Stage (feet)
Ks = 150.6
b = 1.7775
Average
Incremental
Accumulated
a�
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
323.00
0.00
105
324.00
1.00
234
170
170
170
1.07
325.00
2.00
387
311
311
480
1.92
326.00
3.00_
566
477
477
957
2.83
327.00
4.0_0770
668
668
1625
3.81
328.00
5.00 _ ^
999
693
2079
2559
4.92
329.00
6.00
P 1,299
1149
1149
3708
6.06
329.50
6.50
1,433
1366
683
4391
6.67
NP 330.00
7.00
2,320
1877
938
5329
7.44
Storage vs. Stage
6000
•
5000
y = 150.58x'.7775
-- 4000 RZ = 0.9948
LL
V
� 3000
M
0
U) 2000
1000
0
0.00 2.00 4.00 6.00 8.00
Stage (feet)
Ks = 150.6
b = 1.7775

TRADITIONS, PHS 2A/2B STORMWATER MANAGEMENT FACILITY #2 D. BROWN, PE
JPM-14060 Volume Calculation 12/1/2015
Total Volume Above NWSE = 36,792 cf
0.84 acre -ft
Total Volume of Facility = 54,429 cf
1.25 acre -ft
Ft�REBAYI'ERCEN�"AGE OF PElELMA:NENT` P(�OL:VO)C,i11�IE` . .. , :.,
Per NCDWQ design guidelines, the forebay volume should equal approximately 20% of the
total permanent pool volume.
Total Volume Below NWSE = 17,637 cf
Volume of Forebay = 5,329 cf
% Forebay = 30.2%
VEItAGE 1EZ'TH ©FPOND
Total Volume Below NWSE = 17,637 cf
Surface Area at NWSE = 5,879 sf
Average Depth = 3.000 ft

TRADITIONS, PHS 2A/2B STORMWATER MANAGEMENT FACILITY #2 D. BROWN, PE
JPM-14060 Surface Area Calculation 12/1/2015
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics ==>
Total drainage area to pond = 2.35 acres
Total impervious area to pond = 0.95 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on-site development.
Drainage area = 2.35 acres @ 40.6% impervious
Estimate the surface area required atpond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of = 3.000 feet (Calculated)
From the DWQ BMP Handbook, the required SA/DA ratio for 90% TSS Removal ==>
3.0 3.000 3.5
Lower Boundary => 40.0 2.50 2.30
Site % impervious => 40.6 2.53 2.53 2.33
Upper Boundary => 50.0 3.00 2.80
Therefore, SADA required
Surface area required at normal pool = 2,590 ft2
0.06 acres
Surface area provided at normal pool = 5,879 ft2

TRADITIONS, PHS 2A/2B STORMWATER MANAGEMENT FACILITY #2
JPM-14060 WQV Calculation
DETERMINATION OF WATER QUALITY VOLUME
WQ v = (P) (R v) (A)/12
where,
WQv= water quality volume (in acre -ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
2.35 acres
Impervious area =
0.95 acres
Percent impervious cover, I =
40.6 %
Rainfall, P =
1.00 inches
Calculated values:
Rv = 0.42
WQv = 0.08 acre -ft
3544 cf.
WQv = 3544 cf.
Stage /Storage Data:
Ks = 7346
b = 1.1472
Zo = 330.00
Volume in 1" rainfall = 3544 cu. ft
Calculated values:
Depth of WQv in Basin = 0.53 ft
6.36 inches
Elevation = 330.53 ft
D. BROWN, PE
12/1/2015

TRADITIONS, PHS 2A/2B STORMWATER MANAGEMENT FACILITY #2
JPM-14060 WQV Drawdown Calculation
DRAWDOWN SIPHON DESIGN
D orifice =
1 inch
# orifices =
1
Ks =
7346
b =
1.1472
Cd siphon =
0.60
Normal Pool Elevation =
330.00 feet
Volume @ Normal Pool =
0 cf
Orifice Invert =
330.00 feet
WSEL @ 1" Runoff Volume =
330.53 feet
WSEL
(feet)
Vol. Stored
(cf)
Siphon Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(Cf)
Incr. Time
(sec)
330.53
3544
0.018
330.48
3194
0.017
0.018
350
19558
330.44
2849
0.017
0.017
345
20315
330.39
2510
0.016
0.016
339
21199
330.35
2176
0.014
0.015
334
22250
330.30
1849
0.013
0.014
327
23533
330.25
1529
0.012
0.013
320
25155
330.21
1218
0.011
0.011
312
27307
330.16
916
0.009
0.010
302
30387
330.12
627
0.007
0.008
289
35419
330.07
354
0.004
0.006
273
47661
Drawdown Time = 3.16 days
By comparison, if calculated by the average head over the orifice
(assuming average head is half the total depth), the result would be:
Average driving head on orifice = 0.163 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of siphon = 0.005 sf
Q = 0.0106 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.87 days
D. BROWN, PE
12/1/2015

TRADITIONS - PH 2 SWMF #2 D. BROWN, PE
JPM-14060 12/2/2015
Square Riser/Barrel Anti -Flotation Calculation Sheet
Input Data =_>
Inside length of riser =
4.00 feet
Inside width of riser =
4.00 feet
Wall thickness of riser =
6.00 inches
Base thickness of riser =
0.00 inches
Base length of riser =
0.00 feet
Base width of riser =
0.00 feet
Inside height of riser =
6.00 feet
Base length of riser invert =
4.00 feet
Base width of riser invert =
4.00 feet
Inside depth of riser invert =
15.00 inches
Concrete unit weight =
142.0 PCF Note: NC Products lists unit wt. of
OD of barrel exiting manhole =
24.00 inches manhole concrete at 142 PCF.
Base width of collar =
5.00 feet
Base height of collar =
5.00 feet
Base thickness of collar =
1.50 feet
Size of drain pipe (if present) =
4.0 inches
Trash Rack water displacement =
18.75 CF
Concrete Present in Riser Structure =_>
Total amount of concrete:
Base of Riser = 0.000 CF
Invert of Riser = 20.000 CF
Collar = 34.358 CF Note: Adjusted for barrel opening.
Riser Walls = 54.000 CF
Adjust for openings in riswr walls:
Opening for barrel = 1.571 CF
Opening for drain pipe = 0.044 CF
Opening for 6" x 4' weir = 2.000 CF
Total wall concrete present, adjusted for openings = 50.386 CF
Total base, invert, and collar concrete, adjusted for openings = 54.358 CF
Total concrete present = 104.744 CF
Weight of concrete present = 14,874 lbs
Amount of water displaced by Riser Structure =_>
Displacement by concrete = 50.386 CF
Displacement by open air in riser = 96.000 CF
Displacement by trash rack = 18.750 CF
Total water displaced by riser/barrel structure = 165.136 CF
Weight of water displaced = 10,304 lbs

TRADITIONS - PH 2 SWMF #2 D. BROWN, PE
JPM-14060 12/2/2015
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = -3024 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = -43.681 CF of concrete
Standard based described above = 0.000 CF of concrete
Therefore, base design must have = -43.681 CF of concrete
Calculate size of base for riser assembly ==>
Length = 9.000 feet
Width = 9.000 feet
Thickness = 30.0 inches
Concrete Present = 202.500 CF OK
Check validity of base as designed ==>
Total Water Displaced = 367.636 CF
Total Concrete Present = 307.244 CF
Total Water Displaced = 22,940 lbs
Total Concrete Present = 43,629 lbs
Actual safety factor = 1.90 OK
Results of design ==>
Base length =
9.00 feet
Base width =
9.00 feet
Base Thickness =
30.00 inches
CY of concrete total in base =
7.50 CY
Concrete unit weight in added base >
142 PCF

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Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
SUB03-BYP
Post- Development 1
1
0.064
723.000
0.94
year
SUB03-BYP
year Development 2
2
0.102
723.000
1.68
SUB03-BYP
Post -Development 10
10
0.224
722.000
3.68
year
SUB03-BYP
year Development 25
25
0.304
722.000
4.78
SUB03-BYP
Worst Case
100
0.445
722.000
6.41
SUB03-BYP
Post -Development
100
0.445
722.000
6.41
100 year
SUB01
Post -Development 1
1
0.101
722.000
1.91
year
SUB01
Post- 2
2
0.145
722.000
2.76
year
SUB01
Post -Development 10
10
0.272
722.000
4.71
year
SUB01
Post -Development 25
25
0.351
722.000
5.68
year
SUB01
Worst Case
100
0.485
722.000
7.05
SUB01
Post -Development
100
0.485
722.000
7.05
100 year
SUB02
Post -Development 1
1
1.983
722.000
38.34
year
SUB02
Post -Development 2
2
2.795
722.000
53.98
year
SUB02
Post- 10
10
5.120
722.000
88.81ear
SUB02
Post- Development 25
25
6.549
722.000
105.92
year
SUB02
Worst Case
100
8.961
722.000
129.76
SUB02
Post -Development
100
8.961
722.000
129.76
100 year
SUB02-BYP
Post- Development 1
1
0.134
723.000
1.96
year
SUB02-BYP
Post -Development 2
2
0.214
723.000
3.52
year
SUB02-BYP
Post -Development 10
10
0.467
722.000
7.69
year
SUB02-BYP
Post- 25
25
0.635
722.000
9.99
e
SUB02-BYP
Worst Case
100
0.928
722.000
13.39
SUB02-BYP
Post -Development
100
0.928
722.000
13.39
100 year
SUB03
Post -Development 1
1
0.318
722.000
6.42
year
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

'=':!'J'M_c_A_DAM.S
Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
year
Event
Volume
(min)
(ft3/s)
POA#1
Post -Development 2
(years)
(ac -ft)
722.000
2.76
SUB03
year Development 2
2
0.422
722.000
8.31
POA# 1
Post -Development 10
10
0.272
722.000
4.71
SUB03
Post -Development 10
10
0.706
722.000
12.11
POA#1
year
25
0.351
722.000
5.68
SUB03
Post -Development 25
25
0.874
722.000
13.87
POA#1
year
100
0.485
722.000
7.05
SUB03
Worst Case
100
1.152
722.000
16.24
SUB03
Post -Development
100
1.152
722.000
16.24
100 year
SUB04
Post- Development 1
1
1.485
722.000
29.58
year
SUB04
Post -Development 2
2
2.029
722.000
39.79
year
SUB04
Post -Development 10
10
3.543
722.000
61.42
year
SUB04
year Development 25
25
4.457
722.000
71.70
SUB04
Worst Case
100
5.983
722.000
85.77
SUB04
Post -Development
100
5.983
722.000
85.77
100 year
CULVERT
Post -Development 1
1
9.104
729.000
128.55
year
CULVERT
Post -Development 2
2
12.082
728.000
167.32
year
CULVERT
year Development 10
10
20.181
727.000
248.19
CULVERT
Post -Development 25
25
24.994
727.000
286.61
year
CULVERT
Worst Case
100
32.959
727.000
338.22
CULVERT
Post -Development
100
32.959
727.000
338.22
100 year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
POA#1
Post- Development 1
1
0.101
722.000
1.91
year
POA#1
Post -Development 2
2
0.145
722.000
2.76
year
POA# 1
Post -Development 10
10
0.272
722.000
4.71
year
POA#1
year Development 25
25
0.351
722.000
5.68
POA#1
Worst Case
100
0.485
722.000
7.05
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

Subsection: Master Network Summary
Node Summary
Label
POA#1
POA#2
POA#2
POA#2
POA#2
POA#2
POA#2
POA#3
POA#3
POA#3
POA#3
POA#3
POA#3
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA CULVERT
POA CULVERT
POA CULVERT
POA CULVERT
POA CULVERT
Scenario
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Return
Event
(years)
10(
1(
2'
10(
101
11
2'
101
101
1
2.
10
10
1
2
10
Hydrograph
Volume
(ac -ft)
0.485
0.734
1.618
4.178
5.767
8.638
8.468
0.095
0.159
0.563
0.811
1.595
1.230
0.872
1.411
2.917
3.828
5.972
5.351
9.104
12.082
20.181
24.994
32.959
Time to Peak
(min)
722.000
723.000
781.000
752.000
732.000
725.000
727.000
723.000
723.000
751.000
729.000
724.000
725.000
755.000
752.000
732.000
730.000
730.000
731.000
729.000
728.000
727.000
727.000
727.000
Peak Flow
(ft3/s)
7.05
2.07
4.95
21.14
39.48
111.23
87.87
0.96
1.71
4.06
7.13
18.01
15.34
4.33
8.40
20.48
29.51
36.71
33.94
128.55
167.32
248.19
286.61
338.22
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppe 12/2/2015

"11
g
A-1,I)AMS
Subsection: Master Network Summary
Node Summary
Label
POA CULVERT
Scenario Return Hydrograph
Event Volume
(years) (ac -ft)
Post -Development( 100I 32.959
100 year
Time to Peak
(min)
727.000
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
Peak Flow
(ft3/S)
338.22
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(ft)
Development
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015
Post-
SWMF1 (IN)
Development
1
1.983
722.000
38.34
(N/A)
(N/A)
1 year
SWMF1
Post -
Development
1
0.600
908.000
1.09
356.56
1.406
(OUT)
1 year
Post-
SWMF1 (IN)
Development
2
2.795
722.000
53.98
(N/A)
(N/A)
2 year
SWMF1
Post -
Development
2
1.404
782.000
4.51
356.80
1.548
(OUT)
2 year
Post-
SWMF1 (IN)
Development
10
5.120
722.000
88.81
(N/A)
(N/A)
10 year
SWMF1
Post -
Development
10
3.711
753.000
18.99
358.08
2.339
(OUT)
10 year
Post-
SWMF1 (IN)
Development
25
6.549
722.000
105.92
(N/A)
(N/A)
25 year
SWMF1
Post -
Development
25
5.133
733.000
35.70
358.43
2.559
(OUT)
25 year
SWMF1 (IN)
Worst Case
100
8.961
722.000
129.76
(N/A)
(N/A)
SWMF1
Worst Case
100
7.710
725.000
100.28
359.42
3.201
(OUT)
Post-
SWMFI (IN)
Development
100
8.961
722.000
129.76
(N/A)
(N/A)
100 year
SWMF1
Post -
Development
100
7.540
728.000
79.06
358.99
2.921
(OUT)
100 year
Post-
SWMF2 (IN)
Development
1
0.318
722.000
6.42
(N/A)
(N/A)
1 year
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

I.I.-A-DAMS
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)
SWMF2
Post-
Development
1
0.031
1,440.000
0.03
331.62
0.287
(OUT)
1 year
Post-
SWMF2 (IN)
Development
2
0.422
722.000
8.31
(N/A)
(N/A)
2 year
SWMF2
Post-
Development
2
0.056
1,387.000
0.10
332.00
0.366
(OUT)
2 year
Post-
SWMF2 (IN)
Development
10
0.706
722.000
12.11
(N/A)
(N/A)
10 year
SWMF2
Post-
Development
10
0.339
752.000
2.89
332.10
0.387
(OUT)
10 year
Post-
SWMF2 (IN)
Development
25
0.874
722.000
13.87
(N/A)
(N/A)
25 year
SWMF2
Post-
Development
25
0.507
731.000
4.93
332.17
0.402
(OUT)
25 year
SWMF2 (IN)
Worst Case
100
1.152
722.000
16.24
(N/A)
(N/A)
SWMF2
Worst Case
100
1.150
725.000
12.49
332.43
0.459
(OUT)
Post-
SWMF2 (IN)
Development
100
1.152
722.000
16.24
(N/A)
(N/A)
100 year
SWMF2
Post-
Development
100
0.785
727.000
10.56
332.36
0.445
(OUT)
100 year
Post-
SWMF3 (IN)
Development
1
1.485
722.000
29.58
(N/A)
(N/A)
1 year
SWMF3
Post-
Development
1
0.872
755.000
4.33
324.81
0.744
(OUT)
1 year
Post-
SWMF3 (IN)
Development
2
2.029
722.000
39.79
(N/A)
(N/A)
2 year
SWMF3
Post-
Development
2
1.411
752.000
8.40
325.11
0.882
(OUT)
2 year
Post-
SWMF3 (IN)
Development
10
3.543
722.000
61.42
(N/A)
(N/A;
10 year
Traditions Ph. 2
JPM-14060.ppc
D. Brown, PE
12/2/2015

Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015
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)
SWMF3
-0
Post -
Development
10
2.917
732.000
20.48
326.05
1.342
(OU
10 year
Post-
SWMF3 (IN)
Development
25
4.457
722.000
71.70
(N/A)
(N/A)
25 year
SWMF3
Post -
Development
25
3.828
730.000
29.51
326.47
1.558
(OUT)
25 year
SWMF3 (IN)
Worst Case
100
5.983
722.000
85.77
(N/A)
(N/A)
SWMF3
Worst Case
100
5.972
730.000
36.71
327.69
2.233
(OUT)
Post-
SWMF3 (IN)
Development
100
5.983
722.000
85.77
(N/A)
(N/A)
100 year
SWMF3
Post -
Development
100
5.351
731.000
33.94
327.06
1.878
(OUT)
100 vear
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

Subsection: Elevation -Area Volume Curve
Label: SWMF2
Elevation Planimeter Area Al+A2+sqr
(ft) (ftz) (ft2) (A1*A2)
(ftz)
Return Event: 1 years
Storm Event: 1 -Year Storm
Volume Volume (Total)
(ac -ft) (ac -ft)
330.00
0.0
5,879
0
0.000
0.000
330.50
0.0
7,568
20,117
0.077
0.077
331.00
0.0
8,105
23,505
0.090
0.167
332.00
0.0
9,222
25,972
0.199
0.366
333.00
0.0
10,396
29,409
0.225
0.591
334.00
0.0
11,626
33,016
0.253
0.843
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

mfurffl����
Subsection: Outlet Input Data Return Event: 1 years
Label: SWMF2 Storm Event: 1 -Year Storm
Requested Pond Water Surface Elevations
Minimum (Headwater) 330.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 334.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015
Inlet Box
Riser - 1
Forward
Culvert - 1
332.00
334.00
Orifice -Circular
Orifice - 1
Forward
Culvert - 1
330.00
334.00
Culvert -Circular
Culvert - 1
Forward
TW
329.00
334.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

Subsection: Outlet Input Data Return Event: 1 years
Label: SWMF2 Storm Event: 1 -Year Storm
Structure ID: Orifice - 1
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
330.00 ft
Orifice Diameter
1.0 in
Orifice Coefficient
0.600
Structure ID: Riser- 1
Structure Type: Inlet Box
Number of Openings
1
Elevation
332.00 ft
Orifice Area
14.0 ftz
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: Culvert - 1
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
18.0 in
Length
201.34 ft
Length (Computed Barrel)
201.36 ft
Slope (Computed)
0.015 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.018
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

J ►L1� � U
Subsection: Outlet Input Data Return Event: 1 years
Label: SWMF2 Storm Event: 1 -Year Storm
Inlet Control Data
T1 ratio (HW/D) 1.088
T2 ratio (HW/D) 1.190
Slope Correction Factor -0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
T1 Elevation 330.63 ft Tl Flow 7.58 ft3/S
T2 Elevation 330.78 ft T2 Flow 8.66 ft3/S
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

YMTU����
Subsection: Outlet Input Data
Label: SWMF2
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: 1 years
Storm Event: 1 -Year Storm
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

n M-CADAMS
Subsection: Composite Rating Curve
Label: SWMF2
Composite Outflow Summary
Return Event: 1 years
Storm Event: 1 -Year Storm
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
330.00
0.00
(N/A)
0.00
(no Q: Riser - S,Orifice - 1,Culvert - 1)
330.50
0.02
(N/A)
0.00
Orifice - 1,Culvert - 1 (no Q: Riser - 1)
331.00
0.03
(N/A)
0.00
Orifice - 1,Culvert - 1 (no Q: Riser - 1)
331.50
0.03
(N/A)
0.00
Orifice - 1,Culvert - 1 (no Q: Riser - 1)
332.00
0.04
(N/A)
0.00
Orifice - 1,Culvert - 1 (no Q: Riser - 1)
332.50
14.47
(N/A)
0.00
Riser - 1,Orifice - 1,Culvert - 1
333.00
15.13
(N/A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice - 1)
333.50
15.79
(N/A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice - 1)
334.00
16.42
(N/A)
0.00
1 Riser - 1,Culvert - 1 (no Q: Orifice - 1)
-i . _,cions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

'JI MCADAM-S
Subsection: Level Pool Pond Routing Summary
Label: SWMF2 (IN)
Infiltration
331.62 ft
Infiltration Method
No Infiltration
(Computed)
0.287 ac -ft
Initial Conditions
Elevation (Water Surface,
330.00 ft
Initial)
0.318 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: 1 years
Storm Event: 1 -Year Storm
Flow (Peak In) 6.42 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 0.03 ft3/s Time to Peak (Flow, Outlet) 1,440.000 min
Elevation (Water Surface,
331.62 ft
Peak)
Volume (Peak)
0.287 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.318 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.031 ac -ft
Outflow)
Volume (Retained)
0.287 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.2%
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF2 (IN)
Infiltration
332.00 ft
Infiltration Method
No Infiltration
(Computed)
0.366 ac -ft
Initial Conditions
Elevation (Water Surface,
330.00 ft
Initial)
0.422 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 Storm
Flow (Peak In) 8.31 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 0.10 ft3/s Time to Peak (Flow, Outlet) 1,387.000 min
Elevation (Water Surface,
332.00 ft
Peak)
Volume (Peak)
0.366 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.422 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.056 ac -ft
Outflow)
Volume (Retained)
0.366 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Brown, PE
JPM-14060. ppc 12/2/2015

J McADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF2 (IN)
Infiltration
12.11 ft3/s
Infiltration Method
No Infiltration
(Computed)
2.89 ft3/s
Time to Peak (Flow, Outlet)
752.000 min
Initial Conditions
Elevation (Water Surface,
330.00 ft
Initial)
0.706 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: 10 years
Storm Event: 10 -Year Storm
Flow (Peak In)
12.11 ft3/s
Time to Peak (Flow, In)
722.000 min
Flow (Peak Outlet)
2.89 ft3/s
Time to Peak (Flow, Outlet)
752.000 min
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Elevation (Water Surface,
332.10 ft
Peak)
Volume (Peak)
0.387 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.706 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.339 ac -ft
Outflow)
Volume (Retained)
0.366 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

Subsection: Level Pool Pond Routing Summary
Label: SWMF2 (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
330.00 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
Return Event: 25 years
Storm Event: 25 -Year Storm
Flow (Peak In) 13.87 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 4.93 ft3/s Time to Peak (Flow, Outlet) 731.000 min
Elevation (Water Surface,
332.17 ft
Peak)
Volume (Peak)
0.402 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.874 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.507 ac -ft
Outflow)
Volume (Retained)
0.366 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF2 (IN)
Infiltration
332.36 ft
Infiltration Method
No Infiltration
(Computed)
0.445 ac -ft
Initial Conditions
Elevation (Water Surface,
330.00 ft
Initial)
1.152 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: 100 years
Storm Event: 100 -Year Storm
Flow (Peak In) 16.24 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 10.56 ft3/s Time to Peak (Flow, Outlet) 727.000 min
Elevation (Water Surface,
332.36 ft
Peak)
Volume (Peak)
0.445 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.152 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.785 ac -ft
Outflow)
Volume (Retained)
0.366 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Drown, PE
JPM-14060.ppc 12/2/2015

'J McADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF2 (IN)
Infiltration
332.43 ft
Infiltration Method
No Infiltration
(Computed)
0.459 ac -ft
Initial Conditions
Elevation (Water Surface,
332.00 ft
Initial)
1.152 ac -ft
Volume (Initial)
0.366 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: 100 -Year Storm
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 16.24 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 12.49 ft3/s Time to Peak (Flow, Outlet) 725.000 min
Elevation (Water Surface,
332.43 ft
Peak)
Volume (Peak)
0.459 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.366 ac -ft
Volume (Total Inflow)
1.152 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
1.150 ac -ft
Outflow)
Volume (Retained)
0.367 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc
12/2/2015

STORIVIWATER MANAGEMENT FACILITY
DESIGN CALCULATIONS - SWMF #3
TRADITIONS - PHASES 2B and 2C
JPM-14060

TRADITIONS PHS 2A/213 STORMWATER MANAGEMENT FACILITY #3 D. BROWN, PE
JPM-14060 SSFxn Above NP 12/2/2015
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
Ks = 17123
b = 1.1216
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)
NP 323.00
0.00
14,734
323.50
0.50
17,514
16124
8062
8062
0.51
324.00
1.00
18,282
_
17898
8949
17011
0.99
325.00
2.00
20,201
19242
19242
36253
1.95
326.00
3.00
22,016
21109
21109
57361
2.94
327.00
4.00
23,887
22952
22952
80313
3.97
328.00
5.00
25,814
24851
24851
105163
5.04
TOD 329.00
6.00
27,798
26806
26806
131969
6.18
Ks = 17123
b = 1.1216

TRADITIONS PHS 2A/2B STORMWATER MANAGEMENT FACILITY #3 D. BROWN, PE
JPM-14060 SSFxn Main Pool 12/2/2015
STAGE -STORAGE FUNCTION - MAIN POOL
Ks = 2362
b = 1.3041
Storage vs. Stage
Average
Incremental
Accumulated
Estimated
40000
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
314.00
0.00
2,360
N
15000
315.00
1.00
2,836
2598
2598
2598
1.08
316.00
2.00
3,337
3087
3087
5685
1.96
317.00
3.00
3,880
3609
3609
9293
2.86
318.00
4.00
4,431
4156
4156
13449
3.80
319.00
5.00
5,007
4719
4719
18168
4.78
320.00
6.00
5,609
5308
5308
23476
5.82
321.00
7.00
6,794
6202
6202
29677
6.96
322.00
8.00
7,464
7129
7129
36806
8.21
322.50
8.50
7,791
7628
3814
40620
8.86
NP 323.00
9.00
9,409
8600
4300
44920
9.57
Ks = 2362
b = 1.3041
Storage vs. Stage
50000
45000
_..._...,e .__
40000
y = 2362.2x13041
35000
R = 0.9957
v
30000
25000
o
20000
N
15000
10000
5000
0
0.00
2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = 2362
b = 1.3041

TRADITIONS PHS 2A/213 STORMWATER MANAGEMENT FACILITY #3 D. BROWN, PE
JPM-14060 SSFxn Forebay 12/2/2015
STAGE -STORAGE FUNCTION - FOREBAY
Contour
(feet)
Stage
(feet)
Contour
Area
.(SF)
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S -S Fxn
(feet)
315.00
0.00
790
V 12000
10000
316.00
1.00
1,051
921
921
921
1.08
317.00
2.00
1,338
1195
1195
2115
1.94
318.00
3.00
1,650
1494
1494
3609
2.83
319.00
4.00
1,986
1818
1818
5427
3.77
320.00
5.00
2,453
2220
2220
7647
4.81
321.00
6.00
2,867
2660
2660
10307
5.93
322.00
7.00.
3,355
3111
3111
13418
7.15
322.50
7.50
3,579
3467
1734
15151
7.79
NP 323.00
8.00
4,761
4170
2085
17236
8.53
Storage vs. Stage
20000
18000
16000
y = 827.2X1.4166 �
14000 R2 = 0.9946
V 12000
10000
`0 8000
Y
N 6000
4000
2000
0
0.00 2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = 827.2
b = 1.4166

TRADITIONS, PHS 2A/2B STORMWATER MANAGEMENT FACILITY #3
JPM-14060 Volume Calculation
MAO"A""If
Volume of Main Pool = 44,920
cf
Volume of Forebay = 17,236
cf
Total Volume Below NWSE = 62,156
cf
= 1.43
acre -ft
Total Volume Above NWSE = 131,969 cf
3.03 acre -ft
Total Volume of Facility= 194,125 cf
4.46 acre -ft
FORE)E�AY PERCE1�iTAG�,O1N" �'1�RM.4NENT I'(�()L'�Ut.l()�YI>�„ , ,
Per NCDWQ design guidelines, the forebay volume should equal approximately 20% of the
total permanent pool volume.
Total Volume Below NWSE = 62,156 cf
Volume of Forebay = 17,236 cf
% Forebay = 27.7%
Ai1�4C�r �J►.�F�;�1'
Total Volume Below NWSE = 62,156 cf
Surface Area at NWSE = 14,734 sf
Average Depth = 4.219 ft
D. BROWN, PE
12/2/2015

TRADITIONS, PHS 2A/213 STORMWATER MANAGEMENT FACILITY #3 D. BROWN, PE
JPM-14060 Surface Area Calculation 12/2/2015
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics ==>
Total drainage area to pond = 13.25 acres
Total impervious area to pond = 6.67 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on-site development.
Drainage area = 13.25 acres @ 50.3% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of = 4.219 feet (Calculated)
From the DWQ BMP Handbook, the required SA/DA ratio for 90% TSS Removal ==>
4.0 4.219
5.0
Lower Boundary => 50.0 2.50
2.00
Site % impervious => 50.3 2.51 2.40
2.02
Upper Boundary => 60.0 2.80
2.50
Therefore, SA/DA required = 2.40
Surface area required at normal pool = 13,866 ftz
0.32 acres
Surface area provided at normal pool = 14,247 ft

TRADITIONS, PHS 2A/213 STORMWATER MANAGEMENT FACILITY #3
JPM-14060 WQV Calculation
DETERMINATION OF WATER QUALITY VOLUME
WQ v = (P)(R v)(A)/12
where,
WQv = water quality volume (in acre -ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
13.25 acres
Impervious area =
6.67 acres
Percent impervious cover, I =
50.3 %
Rainfall, P =
1.00 inches
Calculated values:
Rv = 0.50
WQv = 0.56 acre -ft
24196 cf.
ASSOCIATED' DEPTH IN POND
WQv = 24196 cf.
Stage I Storage Data:
Ks = 17123
b = 1.1216
Zo = 323.00
Volume in 1" rainfall = 24196 cu. ft
Calculated values:
Depth of WQv in Basin = 1.36 ft
16.33 inches
Elevation = 324.36 ft
D. BROWN, PE
12/2/2015

TRADITIONS, PHS 2A/213 STORMWATER MANAGEMENT FACILITY #3
JPM-14060 WQVDrawdown Calculation
DRAWDOWN SIPHON DESIGN
D orifice =
2 inch
# orifices =
1
Ks =
17123
b =
1.1216
Cd siphon =
0.60
Normal Pool Elevation =
323.00 feet
Volume @ Normal Pool =
0 cf
Orifice Invert =
323.00 feet
WSEL @ 1" Runoff Volume =
324.36 feet
WSEL
(feet)
Vol. Stored
(Cf)
Siphon Flow
(cfs)
Avg. Flow
(efs)
Incr. Vol.
(Cf)
Iner. Time
(sec)
324.36
24196
0.119
324.24
21843
0.113
0.116
2353
20328
324.12
19518
0.107
0.110
2325
21150
324.01
17222
0.101
0.104
2296
22108
323.89
14959
0.094
0.097
2263
23246
323.77
12733
0.087
0.090
2226
24631
323.65
10548
0.079
0.083
2185
26374
323.53
8412
0.070
0.075
2136
28670
323.41
6333
0.060
0.065
2079
31915
323.29
4327
0.048
0.054
2006
37089
323.17
2420
0.032
0.040
1907
47827
Drawdown Time = 3.28 days
By comparison, if calculated by the average head over the orifice
(assuming average head is half the total depth), the result would be:
Average driving head on orifice = 0.426 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of siphon = 0.022 sf
Q = 0.0686 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.08 days
D. BROWN, PE
12/2/2015

TRADITIONS - PH 2 SWMF #3 D. BROWN, PE
JPM-14060 12/2/2015
Square Riser/Barrel Anti -Flotation Calculation Sheet
Input Data =_>
Inside length of riser =
5.00 feet
Inside width of riser =
5.00 feet
Wall thickness of riser =
6.00 inches
Base thickness of riser =
0.00 inches
Base length of riser =
0.00 feet
Base width of riser =
0.00 feet
Inside height of riser =
7.25 feet
Base length of riser invert =
5.00 feet
Base width of riser invert =
5.00 feet
Inside depth of riser invert =
27.00 inches
Concrete unit weight =
142.0 PCF Note: NC Products lists unit wt. of
OD of barrel exiting manhole =
30.00 inches manhole concrete at 142 PCF.
Base width of collar =
6.00 feet
Base height of collar =
6.08 feet
Base thickness of collar =
1.50 feet
Size of drain pipe (if present) =
4.0 inches
Trash Rack water displacement =
27.00 CF
Concrete Present in Riser Structure =_>
Total amount of concrete:
Base of Riser = 0.000 CF
Invert of Riser = 56.250 CF
Collar = 49.811 CF Note: Adjusted for barrel opening.
Riser Walls = 79.750 CF
Adjust for openings in riswr walls:
Opening for barrel = 2.454 CF
Opening for drain pipe = 0.044 CF
Opening for 6" x 4' weir = 2.000 CF
Total wall concrete present, adjusted for openings = 75.252 CF
Total base, invert, and collar concrete, adjusted for openings = 106.061 CF
Total concrete present = 181.313 CF
Weight of concrete present = 25,746 lbs
Amount of water displaced by Riser Structure =_>
Displacement by concrete = 75.252 CF
Displacement by open air in riser = 181.250 CF
Displacement by trash rack = 27.000 CF
Total water displaced by riser/barrel structure = 283.502 CF
Weight of water displaced = 17,691 lbs

TRADITIONS - PH 2 SWMF #3
JPM-14060
Calculate amount of concrete to be added to riser =_>
D. BROWN, PE
12/2/2015
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = -5402 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = -78.049 CF of concrete
Standard based described above = 0.000 CF of concrete
Therefore, base design must have = -78.049 CF of concrete
Calculate size of base for riser assembly ==>
Length = 9.000 feet
Width = 9.000 feet
Thickness = 30.0 inches
Concrete Present = 202.500 CF OK
Check validity of base as designed ==>
Total Water Displaced =
486.002 CF
Total Concrete Present =
383.813 CF
Total Water Displaced =
30,327 lbs
Total Concrete Present =
54,501 lbs
Actual safety factor =
1.80 OK
Results of design ==>
Base length =
9.00 feet
Base width =
9.00 feet
Base Thickness =
30.00 inches
CY of concrete total in base =
7.50 CY
Concrete unit weight in added base >
142 PCF

Project
Project No.
Outlet ID
Flow, Q10_,
Slope, S
Pipe Diameter, Do
Pipe Diameter, Do
Number of pipes
Pipe separation
Manning's n
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
TRADITIONS PH 2B & 2C Date 4/15/2015
JPM-14060 Designer DHB
SWMF #3
21.77
cfs
1.38
%
24
inches
2.0
feet
1
21.8 cfs
0
feet
0.013
9.5 ft/sec
Figure 8.06.b.1
25-
20 one
N 15
'u
10
on
5
ne-1
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
2
Diameter Thickness Length
Width
Outlet pipe diameter
24 in.
Length =
12.0 ft.
Outlet flowrate
21.8 cfs
Width=
6.0 ft.
Outlet velocity
9.5 ft/sec
Stone diameter =
6 in.
Material =
Class B
Thickness =
22 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 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 Design4/15/2015

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M McADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
SUB03-BYP
Post -Development 1
1
0.064
723.000
0.94
e
SUB03-BYP
Post -Development 2
2
0.102
723.000
1.68
year
SUB03-BYP
Post -Development 10
10
0.224
722.000
3.68
year
SUB03-BYP
Post -Development 25
25
0.304
722.000
4.78
year
SUB03-BYP
Worst Case
100
0.445
722.000
6.41
SUB03-BYP
Post -Development
100
0.445
722.000
6.41
100 year
SUB01
Post -Development 1
1
0.101
722.000
1.91
year
SUB01
Post -Development 2
2
0.145
722.000
2.76
year
SUB01
Post- 10
10
0.272
722.000
4.71
year
SUB01
Post- Development 25
25
0.351
722.000
5.68
year
SUB01
Worst Case
100
0.485
722.000
7.05
SUB01
Post -Development
100
0.485
722.000
7.05
100 year
SUB02
Post -Development 1
1
1.983
722.000
38.34
year
SUB02
Post- Development 2
2
2.795
722.000
53.98
year
SUB02
Post -Development 10
10
5.120
722.000
88.81
year
SUB02
Post -Development 25
25
6.549
722.000
105.92
year
SUB02
Worst Case
100
8.961
722.000
129.76
SUB02
Post -Development
100
8.961
722.000
129.76
100 year
SUB02-BYP
Post- Development 1
1
0.134
723.000
1.96
year
SUB02-BYP
Post -Development 2
2
0.214
723.000
3.52
year
SUB02-BYP
Post -Development 10
10
0.467
722.000
7.69
year
SUB02-BYP
year Development 25
25
0.635
722.000
9.99
SUB02-BYP
Worst Case
100
0.928
722.000
13.39
SUB02-BYP
Post -Development
100
0.928
722.000
13.39
100 year
SUB03
Post -Development 1
1
0.318
722.000
6.42
year
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

MM " C -ADAMS
Subsection: Master Network Summary
Catchments Summary
Post -Development 1
1
0.101
722.000
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
POA#1
Event
Volume
(min)
(ft3/s)
2.76
(years)
(ac -ft)
SUB03
Post -Development 2
2
0.422
722.000
8.31
4.71
year
year
SUB03
Post -Development 10
10
0.706
722.000
12.11
5.68
year
year
SUB03
Post -Development 25
25
0.874
722.000
13.87
7.05
year
SUB03
Worst Case
100
1.152
722.000
16.24
SUB03
Post -Development
100
1.152
722.000
16.24
100 year
SUB04
Post- Development 1
1
1.485
722.000
29.58
year
SUB04
Post -Development 2
2
2.029
722.000
39.79
year
SUB04
Post -Development 10
10
3.543
722.000
61.42
yea r
SUB04
Post -Development 25
25
4.457
722.000
71.70
year
SUB04
Worst Case
100
5.983
722.000
85.77
SUB04
Post -Development
100
5.983
722.000
85.77
100 year
CULVERT
Post -Development 1
1
9,104
729.000
128.55
year
CULVERT
Post- Development 2
2
12.082
728.000
167.32
year
CULVERT
Post -Development 10
10
20.181
727.000
248.19
year
CULVERT
Post- Development 25
25
24.994
727.000
286.61
year
CULVERT
Worst Case
100
32.959
727.000
338.22
CULVERT
Post -Development
100
32.959
727.000
338.22
100 year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(vears) (ac -ft)
POA#1
Post -Development 1
1
0.101
722.000
1.91
year
POA#1
Post- Development 2
2
0.145
722.000
2.76
year
POA# 1
Post -Development 10
10
0.272
722.000
4.71
year
POA# 1
Post- Development 25
25
0.351
722.000
5.68
year
POA#1
Worst Case
100
0.485
722.000
7.05
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

T M(
Subsection: Master Network Summary
Node Summary
Label
POA#1
POA#2
POA#2
POA#2
POA#2
POA#2
POA#2
POA#3
POA#3
POA#3
POA#3
POA#3
POA#3
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA CULVERT
POA CULVERT
POA CULVERT
POA CULVERT
POA CULVERT
Scenario
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Return
Event
(years)
10(
V
2!
10(
10(
1(
2!
10(
10(
11
2'
101
101
11
2.
101
Hydrograph
Volume
(ac -ft)
0.485
0.734
1.618
4.178
5.767
8.638
8.468
0.095
0.159
0.563
0.811
1.595
1.230
0.872
1.411
2.917
3.828
5.972
5.351
9.104
12.082
20.181
24.994
32.959
Time to Peak
(min)
722.000
723.000
781.000
752.000
732.000
725.000
727.000
723.000
723.000
751.000
729.000
724.000
725.000
755.000
752.000
732.000
730.000
730.000
731.000
729.000
728.000
727.000
727.000
727.000
Peak Flow
(ft3/s)
7.05
2.07
4.95
21.14
39.48
111.23
87.87
0.96
1.71
4.06
7.13
18.01
15.34
4.33
8.40
20.48
29.51
36.71
33.94
128.55
167.32
248.19
286.61
338.22
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

MMcADAMS
Subsection: Master Network Summary
Node Summary
Label
POA CULVERT
Scenario Return
Hydrograph
Event
Volume
(years)
(ac -ft)
Post -Development( 1001
32.959
100 vear
Development
Time to Peak
(min)
727.000
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
Peak Flow
(ft3/S)
338.22
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(ft)
Development
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015
Post-
SWMF1 (IN)
Development
1
1.983
722.000
38.34
(N/A)
(N/A)
1 year
SWMF1
Post -
Development
1
0.600
908.000
1.09
356.56
1.406
(OUT)
1 year
Post-
SWMF1 (IN)
Development
2
2.795
722.000
53.98
(N/A)
(N/A)
2 year
SWMF1
Post -
Development
2
1.404
782.000
4.51
356.80
1.548
(OUT)
2 year
Post-
SWMF1 (IN)
Development
10
5.120
722.000
88.81
(N/A)
(N/A)
10 year
SWMF1
Post -
Development
10
3.711
753.000
18.99
358.08
2.339
(OUT)
10 year
Post-
SWMF1 (IN)
Development
25
6.549
722.000
105.92
(N/A)
(N/A)
25 year
SWMF1
Post -
Development
25
5.133
733.000
35.70
358.43
2.559
(OUT)
25 year
SWMF1 (IN)
Worst Case
100
8.961
722.000
129.76
(N/A)
(N/A)
SWMF1
Worst Case
100
7.710
725.000
100.28
359.42
3.201
(OUT)
Post-
SWMF1 (IN)
Development
100
8.961
722.000
129.76
(N/A)
(N/A)
100 year
SWMF1
Post -
(OUT)
Development
100
7.540
728.000
79.06
358.99
2.921
100 year
Post-
SWMF2 (IN)
Development
1
0.318
722.000
6.42
(N/A)
(N/A)
1 year
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

'='!'JM.cADAM.S
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)
SWMF2
Post-
(OUT)
Development
1
0.031
1,440.000
0.03
331.62
0.287
1 year
Post-
SWMF2 (IN)
Development
2
0.422
722.000
8.31
(N/A)
(N/A)
2 year
SWMF2
Post-
Development
2
0.056
1,387.000
0.10
332.00
0.366
(OUT)
2 year
Post-
SWMF2 (IN)
Development
10
0.706
722.000
12.11
(N/A)
(N/A)
10 year
SWMF2
Post-
Development
10
0.339
752.000
2.89
332.10
0.387
(OUT)
10 year
Post-
SWMF2 (IN)
Development
25
0.874
722.000
13.87
(N/A)
(N/A)
25 year
SWMF2
Post-
Development
25
0.507
731.000
4.93
332.17
0.402
(OUT)
25 year
SWMF2 (IN)
Worst Case
100
1.152
722.000
16.24
(N/A)
(N/A)
SWMF2
Worst Case
100
1.150
725.000
12.49
332.43
0.459
(OUT)
Post-
SWMF2 (IN)
Development
100
1.152
722.000
16.24
(N/A)
(N/A)
100 year
SWMF2
Post-
Development
100
0.785
727.000
10.56
332.36
0.445
(OUT)
100 year
Post-
SWMF3 (IN)
Development
1
1.485
722.000
29.58
(N/A)
(N/A)
1 year
SWMF3
Post-
Development
1
0.872
755.000
4.33
324.81
0.744
(OUT)
1 year
Post-
SWMF3 (IN)
Development
2
2.029
722.000
39.79
(N/A)
(N/A)
2 year
SWMF3
Post-
Development
2
1.411
752.000
8.40
325.11
0.882
(OUT)
2 year
Post-
SWMF3 (IN)
Development
10
3.543
722.000
61.42
(N/A)
(N/A)
10 year
Traditions Ph. 2
JPM-14060.ppc
D. Brown, PE
12/2/2015

(',,A D AMAI
S
-A -
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)
SWMF3
Post-
Development
10
2.917
732.000
20.48
326.05
1.342
(OUT)
10 year
Post-
SWMF3 (IN)
Development
25
4.457
722.000
71.70
(N/A)
(N/A)
25 year
SWMF3
Post-
Development
25
3.828
730.000
29.51
326.47
1.558
(OUT)
25 year
SWMF3 (IN)
Worst Case
100
5.983
722.000
85.77
(N/A)
(N/A)
SWMF3
Worst Case
100
5.972
730.000
36.71
327.69
2.233
(OUT)
Post-
SWMF3 (IN)
Development
100
5.983
722.000
85.77
(N/A)
(N/A)
100 year
SWMF3
Post-
Development
100
5.351
731.000
33.94
327.06
1.878
(OUT)
100 vear
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

4f ffur . r��
Subsection: Elevation -Area Volume Curve
Label: SWMF3
Return Event: 1 years
Storm Event: 1 -Year Storm
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ft2) (ft2) (Ai*A2) (ac -ft) (ac -ft)
(ft2)
323.00
0.0
14,734
0
0.000
0.000
323.50
0.0
17,514
48,312
0.185
0.185
324.00
0.0
18,282
53,690
0.205
0.390
325.00
0.0
20,201
57,701
0.442
0.832
326.00
0.0
22,016
63,306
0.484
1.316
327.00
0.0
23,887
68,835
0.527
1.843
328.00
0.0
25,814
74,533
0.570
2.413
329.00
0.01
27,798
1 80,400
1 0.615
3.029
Traditions Ph. 2 D. Brown, PE
J PM -14060. ppc 12/2/2015

J McADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SWMF3 Storm Event: 1 -Year Storm
Requested Pond Water Surface Elevations
Minimum (Headwater) 323.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 329.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015
Orifice -Area
Orifice - 2
Forward
Culvert - 1
324.50
329.00
Inlet Box
Riser - 1
Forward
Culvert - 1
326.00
329.00
Orifice -Circular
Orifice - 1
Forward
Culvert - 1
323.00
329.00
Culvert -Circular
Culvert - 1
Forward
TW
322.00
329.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

'9'
McADAMS
Subsection: Outlet Input Data
Label: SWMF3
Structure ID: Riser- 1
Structure Type: Inlet Box
Number of Openings
1
Elevation
326.00 ft
Orifice Area
25.0 ft2
Orifice Coefficient
0.600
Weir Length
20.00 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: Orifice - 1
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
323.00 ft
Orifice Diameter
2.0 in
Orifice Coefficient
0.600
Return Event: 1 years
Storm Event: 1 -Year Storm
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

4f Funliff-sm
Subsection: Outlet Input Data
Label: SWMF3
Structure ID: Culvert - 1
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
24.0 in
Length
54.50 ft
Length (Computed Barrel)
54.51 ft
Slope (Computed)
0.018 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.012
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.086
T2 ratio (HW/D)
1.188
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: 1 years
Storm Event: 1 -Year Storm
T1 Elevation 324.17 ft T1 Flow 15.55 ft3/s
T2 Elevation 324.38 ft T2 Flow 17.77 ft3/s
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

M AM
Subsection: Outlet Input Data
Label: SWMF3
Structure ID: Orifice - 2
Structure Type: Orifice -Area
Number of Openings
1
Elevation
324.50 ft
Orifice Area
4.0 ftz
Top Elevation
325.50 ft
Datum Elevation
325.00 ft
Orifice Coefficient
0.600
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
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: 1 years
Storm Event: 1 -Year Storm
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

P q
,�J MCADAMS
Subsection: Composite Rating Curve
Label: SWMF3
Composite Outflow Summary
Return Event: 1 years
Storm Event: 1 -Year Storm
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
323.00
0.00
(N/A)
0.00
(no Q: Orifice - 2,Riser - l,Orifice -
1,Culvert - 1)
323.50
0.07
(N/A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
324.00
0.10
(N/A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
324.50
0.13
(N/A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
325.00
6.94
(N/A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
325.50
13.73
(N/A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
326.00
19.37
(N/A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
326.50
30.17
(N/A)
0.00
Orifice - 2,Riser - i3Orifice - 1,Culvert -
327.00
33.65
(N/A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice -
2,Orifice - 1)
327.50
35.89
(N/A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice -
2,Orifice - 1)
328.00
38.00
(N/A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice -
2,Orifice - 1)
328.50
39.99
(N/A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice -
2,Orifice - 1)
329.00
41.90
(N/A)
0.00Riser
- 1,Culvert - 1 (no Q: Orifice -
2,Orifice - 1)
1, .,ons Ph. 2 D. Brown, PE
JPM-14060.ppc
12/2/2015

'� McADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF3 (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
323.00 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
Volume (Total Infiltration)
0.000 ac -ft
Inflow/Outflow Hydrograph Summary
Return Event: 1 years
Storm Event: 1 -Year Storm
Flow (Peak In) 29.58 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 4.33 ft3/s Time to Peak (Flow, Outlet) 755.000 min
Elevation (Water Surface,
324.81 ft
Peak)
Volume (Peak)
0.744 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.485 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.872 ac -ft
Outflow)
Volume (Retained)
0.613 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Drown, PE
JPM-14060.ppc
12/2/2015

Tj McADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF3 (IN)
Infiltration
325.11 ft
Infiltration Method
No Infiltration
(Computed)
0.882 ac -ft
Initial Conditions
Elevation (Water Surface,
323.00 ft
Initial)
2.029 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 Storm
Flow (Peak In) 39.79 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 8.40 ft3/s Time to Peak (Flow, Outlet) 752.000 min
Elevation (Water Surface,
325.11 ft
Peak)
Volume (Peak)
0.882 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
2.029 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
1.411 ac -ft
Outflow)
Volume (Retained)
0.617 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
1 raditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

McADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF3 (IN)
Infiltration
326.05 ft
Infiltration Method
No Infiltration
(Computed)
1.342 ac -ft
Initial Conditions
Elevation (Water Surface,
323.00 ft
Initial)
3.543 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: 10 years
Storm Event: 10 -Year Storm
Flow (Peak In) 61.42 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 20.48 ft3/s Time to Peak (Flow, Outlet) 732.000 min
Elevation (Water Surface,
326.05 ft
Peak)
Volume (Peak)
1.342 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
3.543 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
2,917 ac -ft
Outflow)
Volume (Retained)
0.625 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

Subsection: Level Pool Pond Routing Summary
Label: SWMF3 (IN)
Infiltration
326.47 ft
Infiltration Method
No Infiltration
(Computed)
1.558 ac -ft
Initial Conditions
Elevation (Water Surface,
323.00 ft
Initial)
4.457 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: 25 years
Storm Event: 25 -Year Storm
Flow (Peak In) 71.70 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 29.51 ft3/s Time to Peak (Flow, Outlet) 730.000 min
Elevation (Water Surface,
326.47 ft
Pea k)
Volume (Peak)
1.558 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
4.457 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
3.828 ac -ft
Outflow)
Volume (Retained)
0.628 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

4fmffl����
Subsection: Level Pool Pond Routing Summary
Label: SWMF3 (IN)
Infiltration
327.06 ft
Infiltration Method
No Infiltration
(Computed)
1.878 ac -ft
Initial Conditions
Elevation (Water Surface,
323.00 It
Initial)
5.983 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: 100 years
Storm Event: 100 -Year Storm
Flow (Peak In) 85.77 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 33.94 ft3/s Time to Peak (Flow, Outlet) 731.000 min
Elevation (Water Surface,
327.06 ft
Peak)
Volume (Peak)
1.878 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
5.983 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
5.351 ac -ft
Outflow)
Volume (Retained)
0.630 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

Tj McADAM-S
Subsection: Level Pool Pond Routing Summary
Label: SWMF3 (IN)
Infiltration
327.69 ft
Infiltration Method
No Infiltration
(Computed)
2.234 ac -ft
Initial Conditions
Elevation (Water Surface,
326.00 ft
Initial)
5.983 ac -ft
Volume (Initial)
1.316 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
61j" -d �G1
Return Event: 100 years
Storm Event: 100 -Year Storm
Flow (Peak In) 85.77 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 36.71 ft3/s Time to Peak (Flow, Outlet) 730.000 min
Elevation (Water Surface,
327.69 ft
Peak)
Volume (Peak)
2.234 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
1.316 ac -ft
Volume (Total Inflow)
5.983 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
5.972 ac -ft
Outflow)
Volume (Retained)
1.326 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 12/2/2015

NUTRIENT LOADING CAL CULA TIONS
TRADITIONS - PHASES 2B and 2C
JPM-14060

TRADITIONS - PH 2 NUTRIENT EXPORT CALCULATION SUMMARY D. BROWN, PE
JPM-14060 4/10/2015
TN -Analysis Area =
87.72 acres [Blue values are linked from TN Calc Spreadsheet]
Nitrogen Loading Allowable =
315.80 lb/yr
=
3.60 lb/ac/yr
Post -Development TN -Loading w/o Treatment =
4.99 lb/ac/yr
=
438.15 lb/ac/yr
Drainage Area to SWMF System [On -Site Only] =
33.42 acres
Post -Development TN -Loading to SWMF System [On -Site Only] =
10.36 lb/ac/yr
=
346.24 lb/yr
TN Removal Efficiency of SWMF1 =
25%
TN -Loading Removed by SWMF System [On -Site Only] =
86.56'lb/yr
Post -Development TN -Loading with Treatment =
229.24 lb/yr
=
2.61 lb/ac/yr
Total Onsite Nitrogen Removal Provided =
86.56 lb/yr
Remaining TN -Load to be Offset by Payment =
-86.56 lbs/yr
_
-2,596.70 lbs over a 30 -year period (does not include transport factor)
No Nitrogen Pa ment Required

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CULVERT CALCULATIONS
TRADITIONS - PHASES 2B and 2C
JPM-14060

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-14060 Post -Development - Subbasin To Culvert 4/13/2015
1. SCS CURVE NUMBERS'
Zoning Category
and % Imperviousness
GR 10
GR -5
RMX
i i NB
HSGI
65%
380%
85%
—
85%
u ..
- 89
89
B
85
75
92
92
83
... 94
94
_
Note 1 %Iinperviousness and
HSG Values Taken from
Supplement
to Elements of Urian
Stormwater Design, H. Rooney Malcom, PE, 2003, and Correlated to the Current Town of Wake
Forest Zoning Map
Assume. HSG'A'= 0.0%
HSG'B'= 85.0%
HSG'C'= 0.0%
HSG 'D' = 15.0% [All
in GR -5]
II. ZONING
A. Total Drainage Area to Culvert 67.35
Ac
B. Drainage Area Breakdown by Zoning
ContrrbutmArea Zoning {% of Total DA
%Imp
Area �acres�
GR 10 2%65%
--
1.35
GR-5 85%
38%
57.25
RMX11%
85%
7 41
Ng 2%
85%
135
l
Totas °
d� 100,/0 ,�. .�a
,.._.,,67 35
C. Drainage Area Breakdown by Zoning and Curve Number (CN)
Contrrbuting Area Zoning
Soils HSG
CN
% of Total DA� Areaacres
GR 10
D
92
2% 1 35
GR 5
D
�.
87
1. 47.15
_.
GR -5
_ _ . _
B
_
_
75
_,_.70%
i 15% 1010
RMXD
95
11% 7 41
NB
D
95
2% 135
a.z100% m v 6735..._
Total area =
67.35
acres
0.1052
sq.mi.
Composite SCS CN =
86
% Impervious =
44.7%

TRADITIONS, PH 2 HYDROLOGIC CALCULATIONS BROWN, D., PE
JPM-14060 Post -Development - Subbasin To Culvert 4/13/2015
D. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TK -SS).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
52.7
It
Length =
321 ft
Height=
2.3
ft
Height=
9.5 ft
Slope =
0.0436
ft/ft
Slope =
0.0296 ft/ft
Manning's n =
0.24
Dense grass
Paved ? =
No
P (2-year/24-hour) =
3.45
inches (Raleigh, NC)
Velocity =
2.78 ft/sec
Segment Time =
6.03
minutes
Segment Time =
L92 minutes
Segment 3: Channel Flow
Length =
2173.5
ft
Channel Velocity =
5.00
ft/sec [Assumed Maximum Channel Flow Velocity]
Segment Time =
7.25
minutes
Time of Concentration = 15.19 minutes
SCS Lag Time = 9.11 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.64 minutes (= 0.29*SCS Lag)

N USGS TOPOGRAPHIC MAP
r'+ TRADITIONS - PHASE 2
0 1,050 2,100 4,200 JPM-13030
Feet
1 inch = 2,000 feet WAKE FOREST, NC ����.' � '� �' -Iv-1 s
J

Exhibit 5
SCS Curve Numbers for various cover conditions
Cover Description
Hydrologic Soil Group
A B C
D
% Impervious
Developed urban areas
69
79
84
39
61
Open space
80
30
58
71
78
Poor condition
68
79
86
89
56
(<50% grass)
77
30
48
65
73
Fair condition
49
69
79
84
65
(50 -75% grass)
82
32
58
72
79
Good condition
39
61
74
80
60
(>50% grass)
79
30
55
70
77
Impervious areas
78
85
89
65
75
Pavement, roofs
98
98
98
98
87
Gravel
76
85
89
91
Dirt
72
82
87
89
Urban districts
/v/3 Commercial and
'86
92
94
9
85
business
Industrial
81
88
91
93
72
Residential areas
(by lot size)
-_.
1/8 acre (town houses,
77
85
90__--j
65
condos)
(� 1/4 acre
61
75 83
87�
38
1/3 acre
57
72
81
86
30
1/2 acre
54
70
80
85
25
1 acre
51
68
79
84
20
2 acres
46
65
77
82
12
Agricultural areas
Pasture, grassland
Poor
Fair
Good
Meadow (mowed)
Brush
Poor
Fair
Good
Woods and grass (orchard)
Poor
Fair
Good
Woods
Poor
Fair
Good
Row crops, straight, good
Row crops, contoured, good
Small grain, good
Farmsteads
68
79
86
89
49
69
79
84
39
61
74
80
30
58
71
78
48
67
77
83
35
56
70
77
30
48
65
73
57
73
82
86
43
65
76
82
32
58
72
79
45
66
77
83
36
60
73
79
30
55
70
77
67
78
85
89
65
75
82
86
63
75
83
87
59
74
82
86
Copyright H R- Malcom, 2003 [5-6] Exhibits

DISTRICT PROVISIONS
2.1 OFFICIAL ZONING MAP 2
District Provisions
2.1 OFFICIAL ZONING MAP
2.1.1 ZONING MAP
A. Zoning Districts: The boundaries of each zoning district are shown on a map
entitled "Town of Wake Forest Official Zoning Map" which is hereby made a
portion of this ordinance. The Official Zoning Map shall bear the adoption date of
this ordinance and the signatures of the Mayor and Town Clerk.
B. Overlay Districts: Certain overlay districts such as the Special Highway Overlay
District, the Watershed Protection Districts, etc., are hereby established and
incorporated by reference. The spatial data for such overlay(s) shall be presented
with the Official Zoning Map as appropriate.
C. Administration and Maintenance of Zoning Map: The Official Zoning Map
shall be maintained in the Wake Forest Planning Department and a copy shall be
kept on file with the Town Clerk. The Administrator shall separately maintain the
digital files that comprise the map and record all map amendments in a separate
metadata file.
2.1.2 INTERPRETATION OF BOUNDARIES
When uncertainty exists with respect to the boundaries or districts as shown on the
Official Zoning Map, the following rules shall apply:
A. District boundary lines are generally intended to be along or parallel to property
lines, lot lines, the center line of street, alleys, railroads, easements, other rights-of-
way, and creeks, streams, or other water channels.
B. In the absence of specified distances on the map, dimensions or distances shall be
determined by the scale of the Official Zoning Map.
C. Where the Zoning Map shows a district boundary dividing a lot, each part of the lot
shall conform to the standards established by this ordinance for the land
development or overlay district in which that part is located.
D. When the street or property layout existing on the ground is at variance with that
shown on the Official Zoning Map, the Planning Board shall interpret the district
boundaries of this ordinance in accordance with Section 14.4.
UNIFIED DEVELOPMENT ORDINANCE I Adopted July 16, 2013 2-1

2 I DISTRICT PROVISIONS
2.2 DISTRICT PROVISIONS
2.2 DISTRICT PROVISIONS
2.2.1 URBAN (FORM -BASED) DISTRICTS GENERAL OVERVIEW
A number of the key districts for the Town of Wake Forest are ordered and classified
according to the Rural -Urban Transect. The Transect is a method of classifying the
natural and built environments as a continuum of six conditions, ranging from rural to
urban. The value of the Transect is that it classifies development form with the
appropriate land use and development context. For example, a rural street typically has
no curbs or sidewalks and its buildings are often irregularly spaced. An urban street,
depending on the intensity of urbanism, may have curbs and gutters, regularly placed
street trees, sidewalks, and building forms that are more regular in form and spacing.
Each urban zoning category has detailed provisions for the mix of uses, building type,
density, height, street design, the design of parks and open space, the mix of uses,
building design, parking, streetscape and other aspects of the human environment.
In order to implement the intent of this ordinance, there are hereby created several base
districts with the designations and general purposes listed under each and the specifically
permitted uses, special uses, dimensional standards and permitted building types
included. Each base district has a corresponding Conditional District designation which
shall be administered in accordance with Section 2.6.
DRAWING 3Y JAMES WAS3ELL Natural & Rural Areas
The Transect begins with two areas that are rural in character: the Natural
Area, which is made up of lands protected in perpetuity as natural,
recreational or agricultural areas; and the Rural Area, which includes areas
of high agricultural, scenic, or environmental value that should be
protected.
Suburban Area
The transition area between countryside and town is called the Suburban
Area. This area consists primarily of single family homes. Although this
area is primarily a residential area, it may have other development types,
such as schools and other civic uses.
General Urban Area
General Urban development is primarily residential, but more urban in
character, having a higher density with a mix of housing types and a
greater mix of uses, including neighborhood -serving commercial uses.
Urban Center Area
At the more urban end of the spectrum is the Urban Center Area. This
can be a small neighborhood center or a larger Village/Town center, the
latter serving more than one neighborhood.
Urban Core Area
The Urban Core or Downtown serves not only adjacent neighborhoods,
but the entire town and the region. While it is typically the central
business district where the greatest mix of uses occurs, the historic
character and location of Wake Forest's downtown is too small in size and
scale to serve as a primary urban core area.
2-2 TOWN OF WAKE FOREST, NC

0
DISTRICT PROVISIONS
2.2 DISTRICT PROVISIONS
2.2.2 URBAN DISTRICT DESCRIPTIONS
UNIFIED DEVELOPMENT ORDINANCE I Adopted July 16, 2013
2-3
DESCRIPTIONBASE DISTRICT
A. Urban Residential (UR)
Previous District(s): R10 & R8 in urban contexts
The Urban Residential District is established as a
predominately residential district in which a variety of
types of housing is permitted, including single-family
and duplex residences, small apartment buildings and
townhouses.
B. Residential Mixed -Use (RMX)
Previous District(s): R5 & 0-1 in urban contexts, MF,
RA -C
The Residential Mixed -Use District is established to
accommodate a variety of housing types in a
neighborhood setting. The regulations of this district are
intended to provide areas of the community for those
persons desiring small residences and multifamily
in high density
structures relatively neighborhoods
within walking or biking distance from mixed-use
\
centers as well as some limited commercial uses in
sE
pedestrian -scaled, residential -style structures.
\�Y
C. Neighborhood Mixed -Use (NMX)
Previous District(s): 0-1 & NB in urban contexts, RA -C
The Neighborhood Mixed -Use District is established as
a pedestrian -scaled, mixed-use district which caters to
the everyday needs of wearby neighborhoods, stressing
accessibility by automobiles, bicycles, and pedestrians.
ir.
UNIFIED DEVELOPMENT ORDINANCE I Adopted July 16, 2013
2-3

DISTRICT PROVISIONS
2 2.2 DISTRICT PROVISIONS
DESCRIPTIONBASE DISTRICT
D. Renaissance Area Historic Core (RA -HC)
The Historic Core of the Renaissance Area permits the
"=
sensitive continuation of the "Main Street' environment
of White Street and its secondary streets. The ground
floor of buildings on White Street should be comprised,
of active uses including retail or restaurants with office
,�h tl• ,
and residential located on second stories. Side streets
y.
east of White Street may have a greater variety of
ground floor uses.
E. Urban Mixed -Use (UMX)
Previous District(s): RA -UC
a
r !
The Urban Mixed -Use District accommodates an active,
~
pedestrian -friendly area of community -scale
commercial, residential, office, and civic uses in both
r
vertically mixed-use, as well as free-standing buildings.
Retail should be placed at street level, with residential
uses in rear or upper stories.
®�.
2-4 TOWN OF WAKE FOREST, NC

DISTRICT PROVISIONS
2.2 DISTRICT PROVISIONS 1 2
2.2.3 TABLE OF URBAN DISTRICT DEVELOPMENTSTANDARDS
Base Districts
UR
RMX
NMX RA -HC
UNIX
A. BUILDING TYPE (Section 5.4 — 5.8)
Civic/Institutional
Civic/Institutional
Civic/Institutional
Civic/Institutional
Detached House
Townhouse
Townhouse
Detached House
Townhouse
Apartment
Apartment
Townhouse
Apartment
Commercial
Commercial
Commercial
B. PRIVATE FRONTAGE Section 5.3
1. Common Lawn
Permitted
Permitted
Prohibited
Prohibited
2. Porch & Fence
Permitted
Permitted
Prohibited
Prohibited
3. Terrace or Light Court
Permitted
Permitted
Permitted
Permitted
4. Forecourt
Permitted
Permitted
Permitted
Permitted
5. Stoop
Permitted
Permitted
Permitted
Permitted
6. Shopfront/Awning
Prohibited
Permitted
Permitted
Permitted
7. Gallery
Prohibited
Prohibited
Permitted
Permitted
8. Arcade
Prohibited
Prohibited
Permitted
Permitted
C. DEVELOPMENT STANDARDS
1. Max. Density Units/Acre
10 dua
24 dua
n/a
n/a
2, Open Space (min) per CH 7
5%
510
2% for projects 5
2% for projects 5
acres or greater
acres or greater
3. Park Space (min) per CH 7
210
210
2% for projects 5
2% for projects 5
acres or qreater
acres or greater
4. Maximum Development Size if not
80 acres
40 acres
n/a
n/a
in TND
D. PRINCIPAL BUILDING
1. Principal Front Setback
20 ft max.
18 ft max.
12 ft max (NMX)
ft max.
5 ft max.(RA-HC)E
2. Street Side/Secondary Front
5 ft min.
5 ft min.
12 ft max.
6 ft max.
Setback
3. Side from adjacent lot Setback*
5 It min.
0 ft min.
4. Rear Setback
20 ft min. OR
5ft min. w/ rear
5 ft min.
O ft min.
O ft min.
alley access
5. Frontage Buildout
n/a
n/a
60%
70%
E. ACCESSORY STRUCTURE
1. Side Setback*
5 ft min. OR
5 ft min. OR
5 ft min.
O ft for attached
O ft for attached
n/a
structures
structures
2. Rear Setback*
5 ft min.
5 ft min.
5 ft min.
n/a
3. Garage Setback from Alley
15 ft from face of garaqe
to centerline of aIle
3. Other Standards
20 ft min. behind building frontage line
Rear Yard Only
F. PARKING CONFIGURATION
1. Parking Requirements
By Use - See Section 9.4
2. Parking Location
By Building Type See Section 9.3
G. HEIGHT
1. Min. Height
None
None
16 ft
2 stories
2. Max. Height
6 Stories (May
6 Stories (May
Exceed with an
6 Stories (May
3 stories
Exceed with an
SUP) (3 Stories
Exceed with an
SUP)
along White
SUP )
Street from Elm
to Roosevelt
* May be increased subject to building code standards
UNIFIED DEVELOPMENT ORDINANCE I Adopted July 16, 2013 2-5

DISTRICT PROVISIONS
2.2 DISTRICT PROVISIONS
0
2.2.4 RURAL AND SUBURBAN DISTRICTS
In order to maintain existing auto -oriented commercial and industrial areas, and conventionally
developed residential subdivisions, there are hereby continued several base districts with the
designations and general purposes listed under each and the specifically permitted uses, special
uses, and dimensional standards included. It is expected that the expansion or enlargement of
these districts will be minimal as more than sufficient area currently exists in accordance with the
adopted Community Plan for such single -use categories. Each base district has a corresponding
Conditional District designation which shall be administered in accordance with Section 2.6.
2-6 TOWN OF WAKE FOREST, NC
DESCRIPTION
BASE DISTRICT
A. Open Space District (OS)
The Open Space District is established to preserve and protect environmentally
sensitive lands (e.g. floodways, wetlands) and properties that are already under public
ownership and/or otherwise restricted for use for passive or active recreational use.
B. Rural Holding District (RD)
The Rural Holding District is established as a district in which the principal uses of the
Previous District(s): RD
land are restricted due to lack of available utilities, unsuitable soil types or steep
slopes.
C. General Residential (GR3,
The General Residential Districts are established to maintain previously developed
GR5, GR10)
suburban residential subdivisions for their existing or approved low-to-medium density
Previous District(s): R20, R15, R10,
single-family dwellings and related recreational, religious and educational facilities.
R5, MF, 04
Intended to act as a transitional zoning district between rural development in the
county and the urban development of the town, these regulations are further intended
R-20 & R-15 convert to GR3
to discourage any use which would be detrimental to the predominately residential
R-10 converts to GR5
nature of the areas included within the district.
R-5, MF & 04 convert to GR 1O
where applicable
D. Neighborhood Business (NB)
The Neighborhood Business District is established as a district in which the principle
Previous District(s): NB, 0-1
use of land is for retail trade and services purposes of a lower intensity than the
Highway Business (HB) District. Such districts are generally located near residential
areas and cater to the everyday needs of nearby residential neighborhoods, stressing
accessibility by automobiles, bicycles, and pedestrians.
E. Highway Business (HB)
The Highway Business District is generally located on the major thoroughfares in town
Previous District(s): HB
and provides opportunities for the provision of offices, services and retail goods. The
regulations for this district are intended to accommodate the predominately auto -
oriented pattern of existing development while encouraging the creation of new
pedestrian -friendly, mixed-use areas that avoid strip commercial development and
establish more resilient land development patterns.
F. Institutional Campus
This district is intended to allow for the continued and future use, expansion, and new
Development (ICD)
development of academic and religious campuses and of governmental and health
Previous District(s): ICD
facilities, where the campus or facility has a total development size greater than 10
acres. The goal is to promote the many varied uses associated with such institutions
while maintaining the overall design integrity of the campus setting and minimizing any
adverse impacts on the neighboring residential and historic areas. In the attempt to
meet this goal numerous requirements are included, such as but not limited to buffers,
landscaping, outdoor lighting, parking, signage, building height, setbacks, and the like.
G. Light Industrial (LI)
The Light Industrial District is established to accommodate externally benign industrial
Previous District(s): I
and office uses that pose little nuisance to adjacent residential or mixed-use areas.
H. Heavy Industrial (HI)
The Heavy Industrial District is established to accommodate those industrial,
manufacturing, or large-scale utility operations that are known to pose levels of noise,
vibration, odor, or truck traffic that are considered nuisances to surrounding
development.
2-6 TOWN OF WAKE FOREST, NC

DISTRICT PROVISIONS
2.2 DISTRICT PROVIS ONS
2.2.5 TABLE OF RURAL AID, SUBURBANDiF STRICT DEVELOPMENT STANDARDS
* For townhomes this standard applies to the entire townhome development, not individual townhome lots. Different requirements may apply if
located in a Special Highway Overlay District.
** Different requirements may apply if located in a Special Highway Overlay District.
*** .Subject to the provisions of the Wlatershed Protection Overlay Districts (where applicable)
UNIFIED DEVELOPMENT ORDINANCE I Adopted July 16, 2013 2-7
Rural GeneralInstitutional Heavy
. ,. .,. Highway Campus Light Industrial industrial
DevelopmentStandard Holding Residential (GR3,
District (RD) GR5, GR1 0) Business (NB) Business (HB)
A. DEVELOPMENT STANDARDS
1. District/Development Area min
n/a
n/a
n/a
n/a
10 acres
10 acres
20 acres
2. Development/District Exterior
30 ft Setback
50 ft Buffer
Setback/Buffer
from exterior
(Note: Along
streets and 20 ft
frontage of
n/a
n/a
n/a
n/a
from
existing
150 ft Buffer
surrounding
streets a 50
parcels
ft setback
shall apply)
3. Density (max) **
1 unit per
GR3: 3 units/acre
determined by
acre-
GR5: 5 units/acre
n/a
n/a
adopted master
n/a
n/a
GR10: 10 units/acre
plan
4.0 en Space minper CH 7
10%
10%
n/a
n/a
25%
n/a
n/a
5. Park Space minper CH 7
2.5%
2.5%
n/a
n/a
n/a
n/a
n/a
6. Building Floor Area (Max)
100,000 sf (may
n/a
n/a
50,000 sf
exceed max
n/a
n/a
n/a
with SUP
7. Development Floor Area Max
n/a
n/a
125,000 sf
n/a
n/a
n/a
n/a
B. LOT STANDARDS
1. Lot Area (min)*
GR3: 10,000 sq ft
None except max.
40,000 sf
5 acres
40,000 sq ft
GR5: 7,500 sq ft
15 acres for
20,000 sf
n/a
(interior lots
(interior lots
GRI 0: 5,000 sq ft
Shoppinq Centers
only)
only)
2. Lot Width at Front Setback
60 ft
50 ft
none
150 ft
n/a
n/a
n/a
(min)*
C. PRINCIPAL BUILDING
1. Principal Front Setback (min)**
20 ft 20 ft
20 ft 30 ft n/a 30 ft nla
2. Street Side/Secondary Front
20 ft 20 ft
20 ft 30 ft n/a 30 ft n/a
Setback (min)-
min -3.
3.Side (from adjacent lot) Setback
loft 8 ft
15 ft loft n/a 15 ft n/a
(min)*
4. Rear Setback min
25 ft 25 ft
20 ft 30 ft n/a 20 ft n/a
D. ACCESSORY STRUCTURE
1. Side Setback min
loft loft loft loft loft loft loft
2. Rear Setback min
loft loft loft loft loft loft loft
3. Other Standards
See Section See Section 4.6 See Section 4.6 See Section 4.6 See Section 4.6 See Section See Section
4.6 4.6 4.6
E. PARKING CONFIGURATION
1. Parking Location
Bv Buildin Tvoe - See Section 9.3
2. Specific Restrictions
Parking in
Parking in
Parking in Front
Parking in first
Exterior setback
Front Yard &
Parking in
n/a
n/a
Yard setback not
10 ft of Front
not permitted
Exterior
Exterior
permitted
Yard setback
except as part
setback not
setback not
not permitted
of an approved
permitted
permitted
CD Ian
F. BUILDING HEIGHT
1. Principal Building max
35 ft
3 stories 3 stories 3 stories 35 ft 35 ft
35 ft
2. Accessory Structure max
35 ft
2 stories 2 stories 2 stories 35 ft 35 ft
35 ft
3. Additional Height Permitted
1 ft additional
w/Additional Setback (Subject
90 ft height height permitted
to SUP)
n/a
n/a n/a permitted in US- with each 1 ft n/a
n/a
1 Corridor Area horizontal
setback
* For townhomes this standard applies to the entire townhome development, not individual townhome lots. Different requirements may apply if
located in a Special Highway Overlay District.
** Different requirements may apply if located in a Special Highway Overlay District.
*** .Subject to the provisions of the Wlatershed Protection Overlay Districts (where applicable)
UNIFIED DEVELOPMENT ORDINANCE I Adopted July 16, 2013 2-7

DISTRICT PROVISIONS
2.3 USES PERMITTED
2.3 USES PERMITTED
2.3.1 USE CATEGORIES
All uses permitted in the UDO have been divided into 10 categories, defined as follows:
A. Residential: Premises available for long-term human habitation by means of
ownership and rental, excluding short-term leasing or rental of less than 1 month.
B. Lodging: Premises available for short-term human habitation, including daily and
weekly rental.
C. Office/Service: Premises available for the transaction of general business and the
provision of services, but excluding retail sales and manufacturing, except as a
minority component.
D. Commercial/Entertainment: Premises available for the commercial sale of
merchandise, prepared foods, and food and drink consumption, but excluding
manufacturing.
E. Civic: Premises available for organizations dedicated to religion, government, arts
and culture, recreation and sports, and other similar areas of public assembly.
F. Educational/ Institutional: Uses and premises dedicated to education, social
service, health care, and other similar functions.
G. Automotive: Uses and premises accessed predominately by or dedicated to the sale,
maintenance, servicing and/or storage of automobiles or similar vehicles.
H. Industry/Wholesale/Storage: Premises available for the creation, assemblage,
storage, and repair of items including their wholesale or retail sale.
I. Agricultural: Premises for growing crops, raising animals, harvesting timber, and
harvesting fish and other animals from a farm, ranch or their natural habitat and all
related functions.
J. Infrastructure: Uses and structures dedicated to transportation, communication,
information, and utilities.
2.3.2 INTERPRETATION OF USE MATRICES
A. Permitted/Prohibited Uses: Uses not listed as permitted (P); permitted with
additional supplemental standards (PS); or requiring a special use permit (SUP) are
presumed to be prohibited ( - ) from the applicable zoning district.
B. Uses Not Listed: In the event that a particular use is not listed in the Use Matrix,
and such use is not listed as a prohibited use and is not otherwise prohibited by law,
the Administrator shall determine whether a materially similar use exists in this
chapter. Should the .Administrator determine that a materially similar use does exist,
the regulations governing that use shall apply to the particular use not listed and the
Administrator's decision shall be recorded in writing. Should the Administrator
determine that a materially similar use does not exist, this chapter may be amended
to establish a specific listing for the use in question.
C. Materially Similar Uses: The Administrator may determine that a use is materially
similar if a permitted use is similarly classified by one or more of the following use
classification systems:
1. American Planning Association Land -Based Classification Standards (LBCS)
2. North American Industrial Classification System (NAICS)
3. Institute of Transportation Engineers (ITS) Trip Generation Guide
2-$ TOWN OF WAKE FOREST, NC

DISTRICT PROVISIONS
2.3 USES PERMITTED
2.3.3 USE TABLE
Uses listed as (P) or (PS) which require an Enhanced Transportation Impact
Analysis (according to Section 6.11.1), and all residential developments over 100
units, are subject to the Major. Site Plan Review Process established in Section
15.8.2. See Appendix A - Typical Development Review Process Chart for more
information regarding how the development process will be administered according
to the use allowances established below.
RURAL I SUBURBAN I URBAN
A. RESIDENTIAL
Dwelling -Single Family
OS -D
- P P
P
P - -
P -
- P
P
-
-
-
Dwelling -Duplex
- - -
P
P - -
P -
- P
P
-
-
-
Dwell in-Multifamil
- - -
-
P - -
P -
- PS
P
P
P
P
Dwelling -Accessory
- PS PS
PS
PS - -
PS -
- PS
PS
PS
PS
PS
Family Care Home 6 or fewer residents
- PS -
PS
PS PS -
PS -
- PS
PS
PS
PS
PS
Live -Work Units
- - -
-
PS P P
PS -
- PS
PS
PS
P
P
Manufactured Housing - Class A
- PS -
PS
PS - -
- -
- SUP
-
-
-
-
Manufactured Housing - Class B & C
- SUP -
SUP
SUP - -
P
-
-
- - -
-
-
Manufactured Home Park
- SUPResidential
- - - - - P
P
t
-
- - P
P
P
P
Care Facilities (More than 6
Residents
PS
PS
PS PS PS
P
- PS
PS
PS
PS
PS
LODGINGB.
Bed and Breakfast Homes (Up to 8 Rooms
OS •D GR3 GR5 GR10 NB HB ICD LI
- SUP SUP SUP - - - PS -
HI UR RMX RA -HC
- SUP PS PS
NMX
PS
UMX
PS
Boarding or Rooming House (12 or less
persons)
_ - PS PS - PS PS PS -
- PS PS PS
PS
PS
Dormitory
- - - - - - - P -
- - - -
-
-
Hotel/Inn Less than 20 Rooms
- - - - SUP P P P -
- - P P
P
P
Hotel/Inn (No Room Limit)
- I - I - I - I - I P I P I P -
I - I - I - I P
I P
I P
C. •
ATM
OS •D
- - - - - P
P
P
P
P - P
P
P
P
Banks, Credit Unions, Financial Services
- - - - - P
P
P
-
- - P
P
P
P
Business Support Services
- - - - - P
P
P
P
- - P
P
P
P
Dry Cleaning & Laundry Services
- - - - - P
P
P
-
- - P
P
P
P
Funeral Homes/Crematoria
- P - - - P
P
-
-
- - P
P
P
P
Home Occupation
- PS PS PS PS P
P
P
-
- PS PS
P
P
P
Medical Clinic
- - - - - P
P
P
-
- - P
P
P
P
Personal Services
- - - - - P
P
P
-
- - P
P
P
P
Personal Services, Restricted
- - - - - -
P
-
-
- - -
-
-
-
Post Office
- - - - - P
P
P
-
- - P
P
P
P
Professional Services
- - - - - P
P
F,
-
- - P
P
P
P
Small Equipment Repair/Rental
- - - - - P
P
- I
P
P - -
P
P
P
Veterinary Services
- - - - - P
P
P I
P
P - PS
PS
PS
PS
D. COMMERCIAL/ENTERTAINMENT OS RD GR3 GR5 GR10 NB HB ICD LI HI UR RMX RA -HC NMX UM)
Adult aaaaaaaaaaaaaaa
Alcoholic Beverage aaaaaooaaaa0000
Indooraaaaaooaoaaa000
UNIFIED DEVELOPMENT ORDINANCE I Adopted July 16, 2013 2-9

2 I DISTRICT PROVISIONS
2.3 USES PERMITTED
USE TYPES
Amusements, Outdoor
RURAL
OS -D
— — — —
SUBURBAN
— — P
— P —
— —
URBAN
—
—
—
Bar/Tavern
— — — —
— P P
— — —
— —
P
P
P
General Commercial
— — — —
— PS P
P — —
— PS
P
P
P
General Commercial — Use Greater than
100,000 sf
— — — —
— — SUP
— — —
— —
—
—
—
Internet Sweepstakes Facilities
— — — —
— — —
— — —
— —
—
—
—
Ni ht Club
— — — —
— P P
— — —
— —
P
P
P
Open Air Retail
— — — —
— P P
SUP — —
— PS
PS
PS
PS
Outside or Display Sales
— — — —
— PS P
PS — —
— PS
PS
PS
PS
Pawnshops
— — — —
— P P
— — —
— —
P
P
P
Racetrack
— — — —
— — I —
— P P
— —
—
—
—
Restaurant
— — — —
— P P
P — —
— P
P
P
P
Riding Stables
— P P —
— — —
— — —
— —
—
—
P
Shooting Range, Ran e, Outdoor
— SUP — —
— — —
— SUP SUP
— —
—
—
—
Theater, Indoor Movie or Live Performance
— — — —
— P P
P — —
— —
P
P
P
Theater, Outdoor
— — — —
— — P
P — —
— —
PS
PS
PS
E. CIVIC
Cemetery
OS -D
PS PS
GR3
PS
GIR5
PS
GR10
PS
NEI
PS
HB
PS
ICD Ll
PS —
HI UR
— PS
RMXRA-HC
PS
PS
NMX
PS
UMX
PS
Civic Meeting Facilities
— P
—
—
—
P
P
P —
— P
P
P
P
P
Community or Cultural Facility
— P
P
P
P
P
P
P —
— P
P
P
P
P
Conference/Convention Center
— P
—
—
—
—
P
P —
— —
—
—
—
P
Public Safety Station
— SUP
SUP
SUP
SUP
P
P
P P
P P
P
P
P
P
Recreation Facilities, Indoor
— P
P
P
P
P
P
P —
— P
P
P
P
P
Recreation Facilities, Outdoor
P P
P
P
P
P
P
P —
— P
P
P
P
P
Religious Institution
— P
P
P
P
P
I P
P—
— P
PS
PS
PS
PS
Sports Arena/Stadium
— —
—
—
—
—
SUP
SUP P
— —
—
—
—
SUP
F. EDUCATIONAL/INSTITUTIONAL OS
Child/Adult Day Care Home 8 or less persons —
-D
P
P P P P
P
P
— — P P
P
P
P
Child/Adult Day Care Center (More than 8 —
persons)
PS
— — — PS
PS
PS
— — — PS
PS
PS
PS
College/University —
—
— — — —
—
P
— — — —
—
—
P—
Community Support Support Facilit —
PS
PS PS PS PS
P
P
— — PS PS
PS
PS
SUP
Correctional Institution —
I —
— — — — I
—
—
I SUP I SUP — I — I
—
—
I — I
Halfway Homes —
—
— — — SUP
—
—
— — — SUP
—
SUP
—
Hospital —
—
— — — —
P
P
P — — —
—
—
—
Schools — Elementary & Secondary —
PS
PS PS PS PS
PS
PS
— — PS PS
PS
PS
PS
Schools — Vocational/Technical —
—
— — — —
—
P
— — — P
P
P
P
Studio — Art, dance, martial arts, music —
—
— — — P
P
P
P — — P
P
P
P
G. AUTOMOTIVE OS -• GR3 GR5
Drive-Thru/Drive-In Facility — — —
GR10 NIB
— — PS
HB
P
ICD LI HI UR
— — —
RMX RA -HC NMX
— — SUP SUP
UMX
SUP
Gas/Fueling Station — — —
— — PS
P
— — —
— — — PS
PS
Heavy Equipment/Manufactured Home _ _ _
Rental/Sales
_ _ P
P
— P —
— — — —
—
Parkin Lot/Structure — Principal Use — — —
— — P
P
P P P
— P P P
P
Theater, Drive -In — — — —
— — I
P—
Vehicle Rental/Leasing/Sales — — — —
— P
P
— P —
— — — PS
PS
Vehicle Rental — Moving Trucks — — —
— — P
P
— — —
— PS PS PS
PS
2-10 TOWN OF WAKE FOREST, NC

DISTRICT PROVISIONS
2.4 OVERLAY DISTRICTS 2
RURAL I SUBURBAN I URBAN
Vehicle Services — Minor Maintenance/Repair — — — — — PS P — P P — — — PS PS
Vehicle Services — Major Repair/Body Work — — — — — — P — P P — — — — —
H. INDUSTRY/WHOLESALE/STORAGE OS
Industry,aaaaaamammaaaaa
RD GR3 GR5 GR10 NB HB
ICD LI
HI UR RMX RA -HC NMX UMX
•aaaaaaaaamaaaaa
ICD Ll HI UR RIVIX RA -HC NIVIX UMX
— — — — — — —
Backyard Pens/Coops
— P
• aaaaaaaaa�aaaaa
PS
PS PS PS
PS — — PS PS PS PS PS
•
Light.. • • •
P P
P
P
-- • - :. - . - . - aaoaaaaa�maaaaa
P — — — — — — —
Gardens(Community and Private
P P
Recyclinaaaaaooaooa0000
=• • •Stationsaaaaammmmmaaaaa
P
P P P
P P P P P P P P
• . • - • • • • • .. - . • aaaaaaoaooaaaaa
— SUP
I — I
— I
• • aaaaammaooaaaaa
1 — I P IP — I — I — — —
Produce Stands
— PS
• . • - . - • - • • • • . • - aaaaaaaaooaaaaa
PS
PS PS PS
PS — — PS PS PS PS PS
• - . • . • • • aaaaaaaaooaaaaa
— —
—
—
1. AGRICULTURE
Animal Production
OS -,
— SUP
GR3
SUP
GR5
—
GR10 NB HB
— — —
ICD Ll HI UR RIVIX RA -HC NIVIX UMX
— — — — — — —
Backyard Pens/Coops
— P
PS
PS
PS PS PS
PS — — PS PS PS PS PS
Nurseries & Garden Centers
P P
P
P
— — —
P — — — — — — —
Gardens(Community and Private
P P
P
P
P P P
P P P P P P P P
Kennels, Outdoor
— SUP
I — I
— I
— I — 1 PS
1 — I P IP — I — I — — —
Produce Stands
— PS
PS
PS
PS PS PS
PS — — PS PS PS PS PS
Swine Farms
— —
—
—
— — —
— — — — — — — —
J. INFRASTRUCTURE
Airstrip
OS -D
— SUP
SUP
—
—
—
—
—
SUP
SUP
—
—
—
—
—
Wireless Telecommunications Tower
— SUP
SUP
SUP
SUP
SUP
SUP
SUP
SUP
SUP
SUP
SUP
SUP
SUP
SUP
Wireless Telecommunications Facility
Non -Tower
— PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
Utilities — Class 1
— P
P
P
P
P
P
P
P
P
P
P
P
P
P
Utilities — Class 2
— P
P
P
P
P
P
P
P
P
P
P
P
P
P
Utilities — Class 3
— I —
I —
I —
—
—
—
—
P
P
—
— I
—
I —
I —
K. OTHER OS RD GR3 GR5 GR10 NB HB ICD LI HI UR RMX RA -HC NMX UMX
Temporary Uses See Section 4.7 for Specific Provisions
UNIFIED DEVELOPMENT ORDINANCE I Adopted July 16, 2013 2-11

Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
SUB03-BYP
Post- Develop ment 1
1
0.064
723.000
0.94
year
SUB03-BYP
Post -Development 2
2
0.102
723.000
1.68
year
SUB03-BYP
year Development 10
10
0.224
722.000
3.68
SUB03-BYP
Post -Development 25
25
0.304
722.000
4.78
year
SUB03-BYP
Worst Case
100
0.445
722.000
6.41
SUB03-BYP
Post -Development
100
0.445
722.000
6.41
100 year
SUB01
Post -Development 1
1
0.101
722.000
1.91
yea r
SUB01
Post -Development 2
2
0.145
722.000
2.76
yea r
SUB01
Post -Development 10
10
0.272
722.000
4.71
year
SUB01
Post- Development 25
25
0.351
722.000
5.68
year
SUB01
Worst Case
100
0.485
722.000
7.05
SUB01
Post -Development
100
0.485
722.000
7.05
100 year
SUB02
Post -Development 1
1
1.983
722.000
38.34
year
SUB02
Post -Development 2
2
2,795
722.000
53.98
year
SUB02
Post- Development 10
10
5.120
722.000
88.81
yea r
SUB02
Post -Development 25
25
6.549
722.000
105.92
year
SUB02
Worst Case
100
8.961
722.000
129.76
SUB02
Post -Development
100
8.961
722.000
129.76
100 year
SUB02-BYP
Post -Development 1
1
0.134
723.000
1.96
year
SUB02-BYP
year Development 2
2
0.214
723.000
3.52
SUB02-BYP
Post -Development 10
10
0.467
722.000
7.69
year
SUB02-BYP
Post -Development 25
25
0.635
722.000
9.99
year
SUB02-BYP
Worst Case
100
0.928
722.000
13.39
SUB02-BYP
Post -Development
100
0.928
722.000
13.39
100 year
SUB03
Post -Development 1
1
0.318
722.000
6.42
year
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 4/13/2015

Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
year
Event
Volume
(min)
(ft3/s)
POA#1
Post -Development 2
(years)
(ac -ft)
722.000
2.76
SUB03
Post -Development 2
2
0.422
722.000
8.31
POA#1
year
10
0.272
722.000
4.71
SUB03
Post- 10
10
0.706
722.000
12.11
POA#1
year
25
0.351
722.000
5.68
SUB03
Post -Development 25
25
0.874
722.000
13.87
POA#1
yea r
100
0.485
722.000
7.05
SUB03
Worst Case
100
1.152
722.000
16.24
SUB03
Post -Development
100
1.152
722.000
16.24
100 year
SUB04
Post -Development 1
1
1.485
722.000
29.58
year
SUB04
Post -Development 2
2
2.029
722.000
39.79
year
SUB04
Post -Development 10
10
3.543
722.000
61.42
year
SUB04
Post -Development 25
25
4.457
722.000
71.70
year
SUB04
Worst Case
100
5.983
722.000
85.77
SUB04
Post -Development
100
5.983
722.000
85.77
100 year
CULVERT
Post -Development 1
1
9.104
729.000
128.55
year
CULVERT
Post -Development 2
2
12.082
728.000
167.32
year
CULVERT
Post -Development 10
10
20.181
727.000
248.19
year
CULVERT
Peosst-Development 25
25
24.994
727.000
286.61
CULVERT
Worst Case
100
32.959
727.000
338.22
CULVERT
Post -Development
100
32.959
727.000
338.22
100 year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
POA#1
Post -Development 1
1
0.101
722.000
1.91
year
POA#1
Post -Development 2
2
0.145
722.000
2.76
year
POA#1
Post- 10
10
0.272
722.000
4.71
yea r
POA#1
Post -Development 25
25
0.351
722.000
5.68
year
POA#1
Worst Case
100
0.485
722.000
7.05
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc 4/13/2015

CJI MCADAMS
Subsection: Master Network Summary
Node Summary
Label
POA#1
POA#2
POA#2
POA#2
POA#2
POA#2
POA#2
POA#3
POA#3
POA#3
POA#3
POA#3
POA#3
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA#4-UNANAL FOR
DET
POA CULVERT
POA CULVERT
POA CULVERT
POA CULVERT
POA CULVERT
Scenario
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Post -Development
100 year
Post -Development 1
year
Post -Development 2
year
Post -Development 10
year
Post -Development 25
year
Worst Case
Return
Event
(years)
101
11
2'
101
101
11
2'
101
101
li
2.
10
10
1
2
10
Hydrograph
Volume
(ac -ft)
0.485
0.734
1.618
4.178
5.767
8.638
8.468
0.247
0.389
0.792
1.040
1.593
1.458
0.897
1.437
2.943
3.854
5.972
5.377
9.104
12.082
20.181
24.994
32.959
Time to Peak
(min)
722.000
723.000
781.000
752.000
732.000
725.000
727.000
751.000
728.000
726.000
724.000
724.000
724.000
754.000
752.000
731.000
730.000
730.000
731.000
729.000
728.000
727.000
727.000
727.000
Peak Flow
(ft3/s)
7.05
2.07
4.95
21.14
39.48
111.23
87.86
1.56
3.29
10.66
13.57
17.06
17.05
4.69
8.76
21.77
30.35
36.90
34.23
128.55
167.32
248.19
286.61
338.22
Traditions Ph. 2 n. Brown, PE
JPM-14060.ppc
4/13/2015

M McADAMS
Subsection: Master Network Summary
Node Summary
Label Scenario Return Hydrograph
Event Volume
(years) (ac -ft)
POA CULVERT I Post -Development I 100 I 32.959
100 year
Time to Peak
(min)
727.000
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
Peak Flow
(ft3/s)
338.22
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(ft)
Development
Traditions Ph. 2 D Rrnwn, PE
JPM-14060.ppc 4/13/2015
Post-
SWMF1 (IN)
Development
1
1.983
722.000
38.34
(N/A)
(N/A)
1 year
SWMFI
Post -
Development
1
0.600
908.000
1.09
356.56
1.406
(OUT)
1 year
Post-
SWMF1 (IN)
Development
2
2.795
722.000
53.98
(N/A)
(N/A)
2 year
SWMF1
Post -
Development
2
1.404
782.000
4.51
356.80
1.548
(OUT)
2 year
Post-
SWMF1 (IN)
Development
10
5.120
722.000
88.81
(N/A)
(N/A)
10 year
SWMFI
Post -
Development
10
3.711
753.000
18.99
358.08
2.339
(OUT)
10 year
Post-
SWMF1 (IN)
Development
25
6.549
722.000
105.92
(N/A)
(N/A)
25 year
SWMFI
Post -
Development
25
5.133
733.000
35.70
358.43
2.559
(OUT)
25 year
SWMFI (IN)
Worst Case
100
8.961
722.000
129.76
(N/A)
(N/A)
SWMF1
Worst Case
100
7.710
725.000
100.28
359.42
3.201
(OUT)
Post-
SWMF1 (IN)
Development
100
8.961
722.000
129.76
(N/A)
(N/A)
100 year
SWMF1
Post -
Development
100
7.540
728.000
79.06
358.99
2.921
(OUT)
100 year
Post-
SWMF2 (IN)
Development
1
0.318
722.000
6.42
(N/A)
(N/A)
1 year
Traditions Ph. 2 D Rrnwn, PE
JPM-14060.ppc 4/13/2015

''"McADAMS
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)
SWMF2
Post-
Development
1
0.182
753.000
1.21
333.86
0.158
(OU)
1 year
Post-
SWMF2 (IN)
Development
2
0.422
722.000
8.31
(N/A)
(N/A)
2 year
SWMF2
Post-
Development
2
0.286
732.000
2.42
333.98
0.181
(OUT)
2 year
Post-
SWMF2 (IN)
Development
10
0.706
722.000
12.11
(N/A)
(N/A)
10 year
SWMF2
Post-
Development
10
0.568
727.000
7.82
334.23
0.234
(OUT)
10 year
Post-
SWMF2 (IN)
Development
25
0.874
722.000
13.87
(N/A)
(N/A)
25 year
SWMF2
Post-
Development
25
0.736
726.000
9.68
334.32
0.252
(OUT)
25 year
SWMF2 (IN)
Worst Case
100
1.152
722.000
16.24
(N/A)
(N/A)
SWMF2
Worst Case
100
1.148
726.000
11.70
334.41
0.271
(OUT)
Post-
SWMF2 (IN)
Development
100
1.152
722.000
16.24
(N/A)
(N/A)
100 year
SWMF2
Post-
Development
100
1.014
726.000
11.70
334.41
0.271
(OUT)
100 year
Post-
SWMF3 (IN)
Development
1
1.485
722.000
29.58
(N/A)
(N/A)
1 year
SWMF3
Post-
Development
1
0.897
754.000
4.69
324.84
0.725
(OU
1 year
Post-
SWMF3 (IN)
Development
2
2.029
722.000
39.79
(N/A)
(N/A)
2 year
SWMF3
Post-
Development
2
1.437
752.000
8.76
325.13
0.858
(OUT)
2 year
Post-
SWMF3 (IN)
Development
10
3.543
722.000
61.42
(N/A)
(N/A)
10 year
Traditions Ph. 2
JPM-14060.ppc
D. Brown, PE
4/13/2015

McADAMS
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)
SWMF3 Post-
I Development I 10 I 2.943 I 731.0001 21.771 326.11 I 1.316
(OUT)
SWMF3 (IN)
SWMF3
(OUT)
SWMF3 (IN)
SWMF3
(OUT)
SWMF3 (IN)
SWMF3
(OUT)
10 year
Post -
Development
25 year
Post -
Development
25 year
Worst Case
Worst Case
Post -
Development
100 year
Post -
Development
100 vear
25 1
25
100
100
100
1001
4.457 1
3.854
5.983
5.972
5.983
5.377
722.000 1
730.000
722.000
730.000
722.000
731.000 1
71.701
30.35
85.77
36.90
85.77
34.23 1
(N/A)
326.53
(N/A)
327.74
(N/A)
327.13
(N/A)
1.523
(N/A)
2.167
(N/A)
1.836
Traditions Ph. 2 D. Brown, PE
JPM-14060.ppc
4/13/2015

HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Recurrence

Table 1 - Summary of Culvert Flows at Crossing: Trasitions Ph 2B & 2C
Headwater
Elevation (ft)
Discharge Names
Total Discharge
(cfs)
Culvert 1
Discharge (cfs)
Roadway
Discharge (cfs)
Iterations
348.15
25 year
286.61
286.61
0.00
1
348.51
100 year
338.22
338.22
0.00
1
357.65
Overtopping
721.36
r 721.36
0.00
Overtopping

Rating Curve Plot for Crossing: Trasitions Ph 2B & 2C
358
357
-356
® 355
} 354
w 353
352
351
350
3e49
3E43
Total Rating Curve
Crossing: Trasitions Ph 2B & 2C
Total Discharge (cfs)

Table 2 - Culvert Summary Table: Culvert 1
Discharge
Total
Culvert
Headwater
Inlet Control
Outlet
Flow
Normal
Critical
Outlet Depth
Tailwater
Outlet
Names
Discharge
Discharge
Elevation (ft)
Depth (ft)
Control
Type
Depth (ft)
Depth (ft)
(ft)
Depth (ft)
Velocity
(cfs)
(cfs)
Depth (ft)
(ft/s)
25 year
286.61
286.61
348.15
3.145
0.0`
1-S2n
2.415
2.750
2.415
2.972
10.655
100 year
338.22
338.22
348.51
3.511
0.0"
1-S2n
2.713
3.037
2.713
3.115
11.120

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert
Inlet Elevation (invert): 345.00 ft, Outlet Elevation (invert): 341.00 ft
Culvert Length: 115.07 ft, Culvert Slope: 0.0348

Culvert Performance Curve Plot: Culvert 1
358
356
C:
354
352
1: 350
348
PCI folinance Curve
Ctilvert: C6 -en I
w FA -1
Inlet Control Elev Outlet Control Elev
Total DsCarge �.cfsj

Water Surface Profile Plot for Culvert: Culvert 1
Crossing - Trasitions Ph 2B & 2C, Design Discharge - 338.2 cfs
Cuh,ert - Cuh ert 1, Cuisvert Discharge - 338-2 cfs
358
356
354
352
c 350
0
348
W 346
344
342
340
1N 150
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 344.00 ft
Outlet Station: 115.00 ft
Outlet Elevation: 340.00 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 6.00 ft
Barrel Material: Corrugated Aluminum
Embedment: 12.00 in
Barrel Manning's n: 0.0310 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: NONE

Table 3 - Downstream Channel Rating Curve (Crossing: Trasitions Ph 2B & 2C)
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
286.61
343.97
2.97
5.93
5.10
0.99
338.22
344.11
3.11
6.18
5.34
1.00

Tailwater Channel Data - Trasitions Ph 2B & 2C
Tailwater Channel Option: Irregular Channel
Roadway Data for Crossing: Trasitions Ph 2B & 2C
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 250.00 ft
Crest Elevation: 357.65 ft
Roadway Surface: Paved
Roadway Top Width: 50.00 ft

HY-8 Energy Dissipation Report
External Energy Dissipator
Parameter
Value
Units
Select Culvert and Flow
Crossing
Trasitions Ph 2B & 2C
Culvert
Culvert 1
Flow
286.61
cfs
Culvert Data
Culvert Width (including multiple
barrels)
12.0
ft
Culvert Height
6.0
ft
Outlet Depth
2.41
ft
Outlet Velocity
10.66
ft/s
Froude Number
1.21
Tailwater Depth
2.97
ft
Tailwater Velocity
5.93
ft/s
Tailwater Slope (SO)
0.0348
External Dissipator Data
External Dissipator Category
Streambed Level Structures
External Dissipator Type
Riprap Basin
Restrictions
Froude Number
<3
Input Data
Condition to be used to Compute
Basin Outlet Velocity
Best Fit Curve
D50 of the Riprap Mixture
Note:
Minimum HS/D50 = 2 is Obtained if
D50 = 0.584 ft
D50 of the Riprap Mixture
0.584
ft
DMax of the Riprap Mixture
1.000
ft
Results
Brink Depth
3.894
ft
Brink Velocity
14.913ft/s
Depth (YE)
3.667
ft
Riprap Thickness
1.500
ft
Riprap Foreslope
2.0000
ft
Check HS/D50
Note:
OK if HS/D50 > 2.0
HS/D50
2.014
HS/D50 Check
HS/D50 is OK
Check HS/D50
Note:
OK if 0.1 < D50/YE < 0.7
Check D501YE
0.159
D50/YE Check
D50/YE is OK
Basin Length (LB)
24.000
ft
Basin Width
22.000
ft
Apron Length
6.000
ft
Pool Length
18.000
ft
Pool Depth (HS)
1.176
ft
TW/YE
0.811
Tailwater Depth (TW)
12.972
ft
verage Velocity with TW
13.450
ft/s

Critical Depth (Yc)
1.652
ft
Average Velocity with Yc
6.858
s
Downstream Riprap for High TW
Distance: 1 LB
Velocity
9.688
ft/s
Size
0.612
ft
Distance: 2 LB
Velocity
7.490
ft/s
Size
0.366
ft
Distance: 3 LB
Velocity
5.257
ft/s
Size
0.180
ft
Distance: 4 LB
Velocity
3.934
ft/s
Size
0.101
ft

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PROJECT NO. JPM-14060
FILENAME:JPM1 4060—POS
DESIGNED BY: DHB
DRAWN BY: DHB
SCALE; 1 "=1 20'
DATE': 08/04/15
1EET NO. POST
fill
=jMcADAMS