20110993 Ver 2_sw report 11-4-11_20130909

. • • A
• •
Town of Wake Forest, Wake County, North Carolina
Stormwater Management Report
Date: November 4, 2011
Prepared by:
JLWSP m S E L L S
15401 Weston Parkway
Suite 100
Cary, North Carolina 27513
(919) 678 -0035
(919) 678 -0206 (Fax)
CHS Project Number 11 -4025

TABLE OF CONTENTS
NARRATIVE
EXISTING MAPS
SOIL SURVEY OF WAKE COUNTY PRINT OUT
CURRENT FLOOD PLAN MAP
NITROGEN CALCULATIONS
STORMWATER COLLECTION SYSTEM DESIGN
- GUTTER SPREAD CALCULATIONS CAVENESS FARMS AVENUE
- COLLECTION SYSTEM DESIGN WITH HGL PROFILES
-RIP RAP PAD DESIGN
SWALE DESIGN
CULVERT DESIGN
- CULVERT DESIGN AT STREAM CROSSING
-WATER ELEVATION CALCULATIONS AT PEDESTRIAN TRAIL CROSSING
PRE- DEVELOPMENT CALCULATIONS
BMP SIZING CALCULATIONS
-STATE FORMS FOR BMP 1, 2, 3, AND 4 SIZING
OPERATIONS AND MAINTENANCE MANUALS
POST DEVELOPMENT CALCULATIONS
A) BMP 1 DESIGN BIORETENTION
B) BMP 2 DESIGN BIORETENTION
C) BMP 3 DESIGN WETPOND
D) BMP 4 DESIGN WETPOND
EROSION CONTROL CALCULATIONS
-WAKE FOREST CHECKLIST
- SEDIMENT BASIN SIZING CALCULATIONS
- SEDIMENT BASIN ROUTING CALCULATIONS INCLUDING 1 -YR DETENTION
GEOTECHINCAL INFORMATION

Woodfield Creek Apartments
Caveness Farms Road, Wake Forest, NC
Stormwater Management Plan Narrative
Existing Conditions
The site consists of 1 undeveloped parcel totaling 31.97 acres. Tributaries to
Richland Creek divide the parcel into three separate land areas. The site drains
from the south east corner to the existing culvert under Caveness Farms Avenue
at the northwest corner of the property. An existing sanitary sewer easement is
located on the site that follows the middle stream location.
Proposed Conditions
The proposed development consists of the construction of 11 apartment
buildings consisting of 288 total apartment units. 7 buildings will be located on
the north pod and 4 buildings will be located on the south pod as separated by
the existing streams. Building construction will be completed through 1 phase
while the infrastructure will be completed under one phase. This report will
outline the stormwater management in order to meet both the Town of Wake
Forest and the State of North Carolina standards.
Water Quantitv /Quantity
The site design will incorporate features to limit the discharge of water to pre -
development levels for the 2 -year, 10 -year storm, and the 1 -year 24 -hour SCS
storm events. Two bioretention areas and two wetponds are being proposed.
For additional water quality the bioretention areas will be designed to store the 1-
inch rain event and the wetponds will be designed to draw down the 1 -inch rain
event over a period of 2 -5 days. Additional storm events will be checked to
ensure that the BMP will route the larger events and to ensure down stream
collection systems are not overloaded by this development. Wetpond BMP -3 was
sized using the 85% TSS removal table and will utilize a filter strip and level
spreader at the discharge. Wetpond BMP -4 was sized using the 90% TSS
removal table.
To prevent overloading of the bioretention areas and to keep the temporary water
volume below the state BMP standard while limiting the discharge to the bmp to
none erosive velocities underground detention systems will be utilized to restrict
the flow to the bioretention areas. In addition to the underground detention
system forebays are provided at the bioretention areas to provide sediment
removal.
Page 1

The summary of each BMP is below:
_.
Drainage ( Surface Area j 1 -in olumel 1 -yr24 i2 -yr rational 10 -yr rational
Area (acres) (square feet) j (cubic feet) ( SCS (cfs) (cfs) ft /s i (cfs) ft/s
18.6 42.5, I
i Required (Pre - Development) 31.97 ( 56.7
j BMP
( BMP 1 Bioretention 1.30 2,670.0 1 2,535.0 j 1.6 2.5 1.2 [ 3.8 1.4
BMP 2 Bioretention 1.86 5,351.0 j 5,172.0 i 0.2 0.2 0.2 1 2.2 1.3
BMP 3 a Wetpond ; 10.52 j 8,440.0 15,108.6 i 1.1 ( 0.7 ' 0.1 i 1.2 0.2
j
6MP-4 Wetpond t 6.08 ! 8,822.0 36,100.0 0.3 i 0.3 0.1 0.8 0.1
Total (Post Development); 13.68 I 25 283.0 58,915.0 3.2 ! 3.8 ; 7.9 j
BMP 3 drainage area includes 2.04 acres of offsite area j
16.8acres includes stream buffer, Richland Creek Buffer, Sewer Easements, Tree Save Area,
1ROW dedication not draining to bmp's. ( i
To eliminate the need for a constructed channel from the BMP discharge to the
existing receiving stream channel each BMP's 10 -year discharge velocity was
limited to below 2 ft/s.
Storm Sewers
Storm sewers of RCP material will be utilized with catch basins throughout the
site where needed to capture runoff from roads and lots to direct the stormwater
to proposed BMPs. Storm sewer will be designed for the 10 -year rain event with
additional design of the 100 -year event at structures located near building pads.
Where available constructed swales will be used to direct lot flows to yard inlets
to eliminate unnecessary stormwater piping. Gutter spread calculations are
provided for the proposed Caveness Farms Extension to verify the existing curb
inlet spacing.
Existing Drainage Maintained
Presently, the site collects drainage from adjacent parcels to the south, west, and
east through the existing stream channels. No construction will take place within
the stream except for the stream crossing. For the road stream crossing we are
matching culvert area to the culvert designed by BNK for the Ligon Mill Crossing.
Onsite flows will treated and detained through proposed constructed wetlands
and bioretention areas to post development flows. Each BMP has been
designed to limit the discharge for the 10 -year storm to less than 2 ft/s, below the
4ft/s erosive velocities for grass lined areas.
Page 2

Stream Culvert Design
A culvert is proposed to connect the two pods of this parcel. The stream crossing
was combined with the sanitary sewer crossing to save on impacts to the stream
and Neuse Riparian buffer. Two culverts are proposed to reduce the fill depth
across the stream while allowing adequate cover to route the sanitary sewer over
the culverts. The culverts were designed using the Town of Wake Forest
Standards.
Erosion Control
Erosion control was designed with a combination of the State of North Carolina
standards and the Town of Wake Forest Standards. Hydrograph reports for the
sediment traps /basin are provided showing the 1 -year storm storage and the
routing of the 2 -year and 10 -year storms. Each BMP will be utilized as a
sediment basin during construction and the 1 -year detention calculations are
shown in the individual bmp calculations.
We have provided a phased erosion control plan showing the erosion control
devices at existing condition and during construction as grades are finalized.
Page 3

Existing Maps
Soil Map Wake County (Printed from MRCS)
Hydrologic Soil Group (Printed from NRCS)
NC Floodmaps (Printed from NC Floodmaps)

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North Carolina Floodplain Mapping Program
Disclaimer. This is not a legally binding (FIRko Flood
Insurance Rate Map and should not be used as such.
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350 57' 35"
350 57' 14"
Hydrologic Soil Group —Wake County, North Carolina
(Woodfield Creek)
Map Scale: 1:3,010 if printed on Asize (8.5" x 11 ") sheet.
(V
" N Meters "
/ 0 25 50 100 150
N Feet
0 100 200 400 600
USDA Natural Resources Web Soil Survey 10/29/2011
Conservation Service National Cooperative Soil Survey Pagel of 4
350 57' 34"
350 57' 14"

Hydrologic Soil Group —Wake County, North Carolina
(Woodfield Creek)
MAP LEGEND MAP INFORMATION
Area of Interest (A01)
Map Scale: 1:3,010 if printed on A size (8.5' X 11 ") sheet.
0
Area of Interest (AOI)
The soil surveys that comprise your AOI were mapped at 1:15,840.
Soils
Streams and Canals
The orthophoto or other base map on which the soil lines were
0
Soil Map Units
Warning: Soil Map may not be valid at this scale.
Soil Ratings
Enlargement of maps beyond the scale of mapping can cause
0
A
misunderstanding of the detail of mapping and accuracy of soil line
US Routes
placement. The maps do not show the small areas of contrasting
0
A/D
soils that could have been shown at a more detailed scale.
0
B
Please rely on the bar scale on each map sheet for accurate map
0
B/D
measurements.
0
C
Source of Map: Natural Resources Conservation Service
0
C/D
Web Soil Survey URL: http : / /websoilsurvey.nres.usda.gov
Coordinate System: UTM Zone 17N NAD83
0
D
This product is generated from the USDA -NRCS certified data as of
Not rated or not available
the version date(s) listed below.
Political Features
Soil Survey Area: Wake County, North Carolina
0 Cities
Survey Area Data: Version 9, Mar 20, 2007
Water Features
Date(s) aerial images were photographed: 6/18/2006
Streams and Canals
The orthophoto or other base map on which the soil lines were
Transportation
compiled and digitized probably differs from the background
Rails
imagery displayed on these maps. As a result, some minor shifting
r
of map unit boundaries may be evident.
Interstate Highways
US Routes
Major Roads
Local Roads
LJ DA Natural Resources Web Soil Survey 10/29/2011
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Wake County, North Carolina
Hydrologic Soil Group
Woodfield Creek
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
ApB2
Appling sandy loam, 2 to 6 percent
B
2.8
8.7%
slopes, moderately eroded
ApC2
Appling sandy loam, 6 to 10 percent
B
3.1
9.8%
slopes, moderately eroded
ApD
Appling sandy loam, 10 to 15 percent
B
4.9
15.3%
slopes
CeD
Cecil sandy loam, 10 to 15 percent
B
3.1
9.7%
slopes
LoB
Louisburg loamy sand, 2 to 6 percent
B
0.0
0.0%
slopes
LoD
Louisburg loamy sand, 10 to 15
B
5.6
17.5%
percent slopes
PaF
Pacolet sandy loam, 15 to 45 percent
B
1.1
3.4%
slopes
WmE
Wedowee sandy loam, 15 to 25
B
4.2
13.0%
percent slopes
WyA
Worsham sandy loam, 0 to 3 percent
D
7.2
22.5%
slopes
Totals for Area of Interest
31.9
100.0%
U� Natural Resources Web Soil Survey 10/29/2011
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 orwell 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
Woodfield Creek
USDA Natural Resources Web Soil Survey 10/29/2011
Conservation Service National Cooperative Soil Survey Page 4 of 4

350 57' 35"
350 57' 14"
(Woodfield Creek)
�2 Map Scale: 1:3,010 if printed on Asize (8.5" x 11 ") sheet.
(V
N Meters
n 0 25 50 100 150
Feet
0 100 200 400 600
USDA Natural Resources Web Soil Survey 10/29/2011
Conservation Service Pagel of 3
350 57' 34"
350 57' 14"

Soil Map —Wake County, North Carolina
(Woodfield Creek)
MAP LEGEND
MAP INFORMATION
Area of Interest (A01)
�n Very Stony Spot
Map Scale: 1:3,010 if printed on A size (8.5' X 11 ") sheet.
Area of Interest (AOI)
w Wet Spot
The soil surveys that comprise your AOI were mapped at 1:15,840.
Soils
0
Soil Map Units
A Other
Warning: Soil Map may not be valid at this scale.
Special
Point Features
Special Line Features
Enlargement of maps beyond the scale of mapping can cause
BIOWOUt
Gully
misunderstanding of the detail of mapping and accuracy of soil line
0;
Short Steep Slope
placement. The maps do not show the small areas of contrasting
®
Borrow Pit
soils that could have been shown at a more detailed scale.
�.. Other
Clay Spot
Political Features
Please rely on the bar scale on each map sheet for accurate map
Closed Depression
O Cities
measurements.
}{
Gravel Pit
Water Features
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http : / /websoilsurvey.nres.usda.gov
„
Gravelly Spot
Streams and Canals
Coordinate System: UTM Zone 17N NAD83
@
Landfill
Transportation
This product is generated from the USDA -NRCS certified data as of
A
Lava Flow
+++ Rails
the version date(s) listed below.
,1,
Marsh or swamp
xw/ Interstate Highways
Soil Survey Area: Wake County, North Carolina
US Routes
Survey Area Data: Version 9, Mar 20, 2007
R
Mine or Quarry
O
Miscellaneous Water
Major Roads
Date(s) aerial images were photographed: 6/18/2006
p
Perennial Water
x Local Roads
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
Nr
Rock Outcrop
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
+
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
s}
Slide or Slip
Sodic Spot
Spoil Area
1)
Stony Spot
USDA Natural Resources Web Soil Survey 10/29/2011
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Wake County, North Carolina
Map Unit Legend
Woodfield Creek
Wake County, North Carolina (NC183)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ApB2
Appling sandy loam, 2 to 6 percent slopes,
moderately eroded
2.8
8.7%
ApC2
Appling sandy loam, 6 to 10 percent slopes,
moderately eroded
3.1
9.8%
ApD
Appling sandy loam, 10 to 15 percent slopes
4.9
15.3%
CeD
Cecil sandy loam, 10 to 15 percent slopes
3.1
9.7%
LoB
Louisburg loamy sand, 2 to 6 percent slopes
0.0
0.0%
LoD
Louisburg loamy sand, 10 to 15 percent slopes
5.6
17.5%
PaF
Pacolet sandy loam, 15 to 45 percent slopes
1.1
3.4%
WmE
Wedowee sandy loam, 15 to 25 percent slopes
4.2
13.0%
WyA
Worsham sandy loam, 0 to 3 percent slopes
7.2
22.5%
Totals for Area of Interest
31.9
100.0%
USDA Natural Resources Web Soil Survey 10/29/2011
Conservation Service National Cooperative Soil Survey Page 3 of 3

Nitrogen Calculations

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WoodField Creek
Impervious Area Calculations - Post Development
Basin 1 BMP -1
Impervious
Description
Quantity
Unit
Area SF
Group A soils
Area AC
Roadway area /parking lot:
CN
11,543
Grass, Open Space, good condition:
0.265
Buildings & sidewalk
Impervious Surfaces:
98
7,841
Gravel
0.180
Total Impervious Area
19,384
Weighted "CN" value:
0.445
Total Area:
56,628
1.30
Percent Impervious- Total (Basin 2): 34.2%
Basin 2
Weighted CN value calculation
Group B soils
CN Area (ac)
Grass, Open Space, good condition: 84 0.86
Impervious Surfaces: 98 0.45
Gravel 91 0.00
Weighted "CN" value: 89
Basin 2 BMP 2
Impervious
Descri tion
Quantity
Unit
Area SF
Area AC
Roadway area /parking lot:
29,621
0.68
Buildings & sidewalk
11,848
0.27
Total Impervious Area
41,469
0.95
Total Area:
81,022
1.86
Percent Impervious- Total (2 offsite): 51.2%
Percent Impervious- Total (Basin 2A): 38.1%
Basin 2A
Weighted CN value calculation
Group A soils
CN
Area ac
Grass, Open Space, good condition:
84
5.25
Impervious Surfaces:
98
3.23
Gravel
85
0.00
0
Weighted "CN" value:
89
c�- '9,-) 8'
C- 6, BPD
C,` -0.9'
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WSP SELLS o ' S Z 11/1/2011
D.

Basin 4 BMP 4
Impervious
Descri tion
Quantity
Unit
Area SF
Weighted CN value calculation
Area AC
Roadway area/ parking lot:
Group A soils
97,574
2.240
Buildings & sidewalk
Grass, Open Space, good condition:
84
62,291
Impervious Surfaces:
1.430
Total Impervious Area
Gravel
85
159,865
3.67
Total Area:
Weighted "CN" value:
1 233,917
5.37
Percent Impervious- Total (Basin 2 Remaining Area):
C—f & W 9
WSP SELLS 11/1/2011
Basin Remaining Area
Weighted CN value calculation
Group A soils
CN
Area ac
Grass, Open Space, good condition:
84
1.70
Impervious Surfaces:
98
3.67
Gravel
85
0.00
0
Weighted "CN" value:
94
C—f & W 9
WSP SELLS 11/1/2011

Stormwater Collection System and HGL Calculations

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Report
Page 1
Line Line ID
Flow
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HGL
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size
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0.990
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275.38
0.24
4
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0.23
15 c
79.4
275.02
275.72
0.882
275.62
275.91
0.06
5
Project File: bmpl.stm
Number of lines: 6
Run Date;
11 -03 -2011
NOTES: c = circular; e = elliptical; b = box; Return
period = 25 Yrs.; " Indicates surcharge condition.
HydraFlo,a Storm Severs 2003

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Storm Sewer Summary
Report
Page 1
Line Line ID Flow
Line
Line
Invert
Invert
Line
HGL
HGL
No. rate
size
length
EL Dn
EL Up
slope
down
up
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(ft)
(ft)
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End
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267.40
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0.22
4
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15 c
79.4
275.02
275.72
0.882
275.56
275.90
0.05
5
Project File: brnpl.stm
Number of lines: 6
Run Date:
11 -03 -2011
NOTES: c = circular; e = elliptical; b = box; Return
period = 10 Yrs.; ' Indicates surcharge condition.
Hydraflow Storm Sewers
2003

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Storm Sewer Summary
Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Da
EL Up
slope
down
up
loss
line
(cis)
(in)
(ft)
(ft)
(ft)
f%)
(ft)
(ft)
(ft)
No.
1
FES -7 - JB -8
7.84
18 c
54.9
264,00
264.50
0.910
265.07
265.57
0.40
End
2
JB -8 - CB -9
7.85
12 c
11.3
271.89
272.00
0.977
272.89*
273.44*
2.33
1
3
CB -9 - CB -10
6,32
66 c
116.9
272.15
272.15
0.000
277.65"
277.65*
0.00
2
4
CB -10 - YI -10A
2.48
15 c
68.0
279.04
282,03
4.394
279.40
282.66
0.31
3
5
YI -10A - YI -10B
2.23
15 c
62.4
282.28
282.91
1.009
282.97
28151
0.16
4
6
YI -1013 - CB -10B
1.03
15 c
32.3
283.01
283.33
0.990
283.67
283.74
0.17
5
7
CB -10B - YI -75
0.53
15 c
13.0
283.43
283.56
1.000
283.91
283.89
0.06
6
8
CB -9 - Yi -11
2.06
18 c
94.4
274.33
275.28
1.006
275.77
275.83
0.29
2
9
YI -11 - Yi -12
1.14
18 c
33.4
275.38
275.71
0.989
276.12
276.12
0.20
8
10
YI.12 - YI -13
0.74
18 c
78.7
275.81
276.60
1.004
276.32
276.93
0.13
9
11
YI -13 - YI -14
0.66
18 c
36.2
276.70
277.06
0.995
277.05
277.37
0.10
10
12
CB-10- CB -15
2.58
15 c
100.1
280.34
284.42
4.078
280.72
285.06
0.18
3
13
CB -15 - CB -16
0.99
15 c
127.0
284,52
287.27
2,166
285.24
287,67
0.13
12
Project File: bmp2.stm
Number of lines: 13
Run Date:
11 -03 -2011
NOTES: c = circular; e =
elliptical; b = box; Return period = 25 Yrs.; ' Indicates surcharge
condition,
Hydragow Storm Sewers 2003

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Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
No.
1
FES -17 - JB -18
18.77
24 c
39.3
271.00
271.39
0.992
272,67
272.92
0.82
End
2
J13-18 - YI -26
1.52
15 c
82.9
280.92
281.75
1.001
281.33
282.24
0.03
1
3
YI -26 - CB -27
1.42
15 c
65.5
281.85
282.50
0.992
282.27
282.98
0.17
2
4
JB -18 - CB -19
17.57
24 c
25.1
274.54
274.79
0.997
275.87
276.39
0.66
1
5
CB -19 - YI -28
7.43
24 c
75.8
275.00
277.10
2.772
277.05
278.07
0.32
4
6
YI -28 - YI -29
7.16
24 c
44.6
277.20
277.64
0.986
278.39
278.59
0.37
5
7
YI -29 - YI -30
6.17
18 c
65.9
278.14
278.61
0.713
279.05
279.56
0.36
6
8
YI -30 - YI.31
6,08
18 c
44.0
278.71
279.15
1.000
279.92
280.09
0.42
7
9
YI -31 - YI -32
4.96
18 c
40.4
279.25
279.65
0.990
280.51
280.50
0.16
8
10
YI -32 - YI -35
4.32
18 c
91.0
279.90
280.81
1.000
280.66
281.60
0.32
9
11
YI -35 - YI -36
2.94
18 c
59.1
280.91
284.98
6.884
281.93
285.63
0.11
10
12
YI.36 - YI -37
2.91
18 c
68.8
285.18
285.87
1.003
285.74
286.52
0.21
11
13
YI -37 - CB -38
2.79
15 c
41.8
286.22
286.64
1,006
286.79
287.31
0.12
12
14
CB -38 - CB -39
0.84
15 c
58.2
286.74
287.33
1.015
287,43
287.70
0.12
13
15
CB -19 - CB -20
10.65
24 c
74.9
282.00
282.80
1.068
282.95
283.96
0.50
4
16
CB -20 - YI -21
7.65
24 c
77.7
283.00
283.76
0,978
284.45
284.74
0.39
15
17
CB -20 - CB -22
3.25
15 c
75.6
284.51
285.30
1.045
285.13
286.02
0.05
15
18
CB -22 - CB -23
2.67
15 c
715
285.80
286.51
0.967
286.37
287.16
0.04
17
19
CB -23 - CB -24
1.81
15 c
106.0
287.01
288.26
1.180
287.44
288.80
0.03
18
20
CB -24 - CB -25
0.96
15 c
84,2
288.36
288.88
0.618
288.83
289.27
0.13
19
21
YI -31 - YI -33
0.77
12 c
56.0
282.54
283.10
1.000
282.86
283.47
0.02
8
22
YI -33 - YI -34
0.36
12 c
67.3
283.20
283.88
1.010
283.49
284,13
0.08
21
23
YI -35 - YI.40
1.05
15 c
77.3
282.99
283.77
1.009
283.33
284.18
0.06
10
24 YI -40 - YI -41 0.37 15 c 32,5 283.87
284.19 0.984 284.24
284.43 006
Project File: bmp3.stm
Number of lines: 25
Run Date: 11 -03 -201 t
2ENOTn4b �YdAZlar; e = elliptfaI; b = b%xP ReturP$&riod = 2ft2frs.; ' ides sukOft a cgMtkh 284.90 0.07
Hydreflow Storm Sewers 2003

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Storm Sewer Summary Report 25 Yr Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(efs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
No.
1
FES -17 - JB -18
22.21
24 c
39.3
271.00
271.39
0,992
272.67
273.06
0.97
End
2
JB -18 - YI -26
1.74
15 c
82.9
280.92
281,75
1.001
281.37
282.28
0.03
1
3
YI -26 - CB -27
1.61
15 c
65.5
281.85
282.50
0.992
282.31
283.01
0.18
2
4
JB- 18 -CB•19
20.79
24 c
25.1
274.54
274.79
0.997
276.05
276.45
0.87
1
5
CB -19 - YI -28
8.77
24 c
75.8
275.00
277.10
2.772
277.31
278.15
0,37
4
6
YI -28 - YI -29
8.44
24 c
44.6
277.20
277.64
0.986
278.51
278.67
0,42
5
7
YI -29 - YI -30
7.27
18 c
65.9
278.14
278.61
0.713
279.17
279,64
0.42
6
8
Yi -30 - YI -31
7.15
18 c
44.0
278.71
279.15
1.000
280.06
280,17
0.49
7
9
YI -31 - YI -32
5.83
18 c
40.4
279.25
279.65
0.990
280.66
280.65
0.15
8
10
YI -32 - YI -35
5.07
18 c
91.0
279.90
280.81
1.000
280.80
281.67
0.36
9
11
YI -35 - YI -36
3.40
18 c
59.1
280.91
284.98
6.884
282.03
285.68
0.12
10
12
YI -36 - YI -37
3.35
18 c
68.8
285.18
285.87
1.003
285,81
286.57
0.23
11
13
YI -37 - CB -38
3.20
15 c
41.8
286.22
286.64
1.006
286,84
287,36
0.13
12
14
CB -38 - CB -39
0.95
15 c
58.2
286.74
287.33
1.015
287.49
287.72
0.13
13
15
CB -19 - CB -20
12.42
24 c
74.9
282.00
282.80
1.066
283.04
284.05
0.56
4
16
CB -20 - YI -21
8.72
24 c
77.7
283.00
283.76
0.978
284.61
284.81
0.43
15
17
CB -20 - CB -22
3.78
15 c
75.6
284.51
285.30
1.045
285.19
286.08
0.05
15
18
CB -22 - CB -23
3.10
15 c
73,5
285.80
286.51
0.967
286.42
287.21
0.04
17
19
CB -23 - CB -24
2.09
15 c
106.0
287.01
288.26
1.180
287.48
288.84
0.03
18
20
CB -24 - CB -25
1,10
15 c
84.2
288.36
288.88
0.618
288.87
289.30
0.14
19
21
YI -31 - YI -33
0.89
12 c
56.0
282.54
283.10
1.000
282.88
283.50
0.02
8
22
YI -33 - YI -34
0.41
12 c
67.3
283.20
283.88
1.010
283.52
284.15
0.09
21
23
YI -35 - YI -40
1.23
15 c
77.3
282.99
283.77
1.009
283.36
284.21
0.07
10
24 Yl -qq.� - x1 41 0,42 15 c 32.5 283.87
284.19 0.984 284.28
284.45 0.06
Project Fi e: mp3.sim
Number of lines: 25
Run Date: 11.03.20��
2EIOT$' &4'b YdAZlar; e = ellipt0l; b = $5x9 Retura$griod = 2$$.2r8.; '?MX[es sur'loOfte ca;t %. 284.92 0.08
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Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
No.
1
FES -43 - CB -44
4.30
18 c
83.2
261.50
263.00
1,803
262.29
263.79
0.05
End
2
CB -44 - CB -45
3.77
18 c
37.6
265.00
267.97
7.901
265.36
268.71
0.13
1
3
CB -45 - CB -46
3.69
18 c
35.7
268.07
268.43
1.007
268.84
269.16
0.13
2
4
CB -46 - CB -47
3.62
18 c
41.1
268.53
268.94
0.997
269.29
269.67
0.04
3
5
CB -47 - CB -48
3.13
18 c
93.2
269,04
273.60
4.891
269.71
274.27
0.12
4
6
CB -48 - CB -49
2.83
18 c
65.4
273.70
276.99
5.034
274.39
277.63
0.11
5
7
CB -49 - CB -50
2.60
18 c
56.1
277.09
279.89
4.988
277.74
280.51
0.23
6
8
CB -50 - CB -51
0.72
18 c
34.6
279.99
281.04
3.032
280.73
281.36
0.10
7
9
CB -50 - CB -51
1.11
15 c
50.2
280,14
281.08
1.873
280.73
281.50
0.14
7
10
FES -53 - CB -54
13.22
24 c
40.9
261.50
265.13
8.882
262.79
266.42
0.51
End
11
CB -54 - CB -55
4,21
18 c
68.3
272.63
277.33
6.880
273.03
278.11
0.27
10
12
CB -55 - CB -56
3.78
18 C
97.4
279.33
282.14
2.884
279.80
282.88
0.04
11
13
CB -56 - CB -57
2.63
Is c
101.2
282.34
285.80
3.420
282,93
286.42
0.17
12
14
CB -57 - YI -58
1,26
18 c
108.9
286.00
287.30
1.194
286,59
287.73
0.11
13
15
YI.58 - CB -59
1,04
15 c
26.3
287.55
289.30
6.662
287,83
289,71
0.02
14
16
CB -59 - CB -60
0.39
15 c
74.1
289.50
290.71
1.633
289.73
290.96
0.08
15
17
CB -54 - CB -61
1.98
15 c
88.4
275.61
280.00
4.968
275.92
280.56
0.21
10
18
CB -61 - YI -62
0.80
15 c
78.2
284.00
285.75
2.239
284.24
286.11
0.05
17
19
YI -62 - YI -63
0.43
15 c
68.1
285.85
286.55
1.028
286.16
286.81
0.013
18
20
CB -54 - CB -65
7.60
18 c
81.1
270.00
276.91
8.526
270.51
277.96
0.08
10
21
CB -65 - CS -66
6.86
18 c
60.7
277.01
278.50
2.456
278.04
279.50
0.40
20
22
CB -66 -CB -67
5.68
18 c
124.2
278.60
279.90
1.047
279.90
280.81
0.18
21
23
CB -67 - CB68
4.19
18 c
117.3
280.00
281.23
1.049
280.99
282.01
0.31
22
24 CB -68 - CB -69 0.86 15 c 110.1 284.28 287.44 2,871 284,52 287.81 0.02
23
25 CB -69 - CB -70 0.17 15 c 94.3 287.54 288.48 0,997 287.83 288.65 0.05

26
CB -61 - YI -64
0.30
12 c
40,4
281.11
281.51
0.989
281.31
281.74
0.07
17
27
CB -68 - YI -71
2.91
12 c
30.4
281.73
282.04
1.019
282.41
282.77
0.05
23
28
YI -71 - Y1 -72
2.08
12 c
57.5
282.14
282.71
0.992
282.82
283.32
0.23
27
29
YI -72 - YI -73
1.17
12 c
63.3
282.81
286.02
5.073
283.55
286.48
0.17
28
30
CB -68 - YI -74
0.70
12 c
75.3
284.00
285.56
2.071
284.25
285.92
0.12
23
31
YI- 74 -YI -75
0.33
12 c
68.1
285.66
287.32
2.438
286.04
287.56
0.03
30
32
YI -75 - YI -76
0.17
12 c
48.5
287.42
287.90
0.990
287.60
288.08
0.05
31
Project File: bmp4.stm Number of lines: 32 I Run Date: 11 -04 -2011
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.
Hydraflow Storm Severs 2003

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7,

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(In)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
No.
1
FES -43 - CB -44
5.05
18 c
83.2
251.50
263,00
1,803
262.36
1 263.86
0.05
End
2
CB -44 - CB -45
4.42
18 c
37.6
265.00
267.97
7,901
265.39
268.95
0.09
1
3
CB -45 - CB -46
4.32
18 c
35.7
268.07
268.43
1.007
269.04
269.22
0.15
2
4
CB -46 - CB -47
4.23
18 c
41.1
268.53
268,94
0,997
269.37
269.72
0.05
3
5
CB -47 - CB -48
3.64
18 c
93.2
269.04
273.60
4.891
269.77
274.33
0.13
4
6
CB -48 - CB -49
3.29
18 c
65.4
273.70
276.99
5.034
274.46
277.68
0.12
5
7
CB -49 - CB -50
3.01
18 c
56.1
277.09
279.89
4.988
277.80
280,55
0.25
6
8
CB -50 - CB -51
0.82
18 c
34.6
279.99
281.04
3.032
280.80
281.39
0.11
7
9
CB -50 - CB -51
1.27
15 c
50.2
280.14
281.08
1.873
280.80
281,53
0.16
7
10
FES -53 - CB -54
16.06
24 c
40.9
261.50
265.13
8.882
262.92
266.55
0.60
End
11
CB -54 - CB -55
5.02
18 c
68.3
272.63
277.33
6.880
273.07
278.19
0.31
10
12
CB -55 - CB -56
4.49
18 c
97.4
279.33
282.14
2.884
279.84
282.95
0.05
11
13
CB -55 - CB -57
3,12
18 c
101.2
282.34
285.80
3.420
28100
286.47
0.19
12
14
CB -57 - YI -58
1,47
18 c
108.9
286.00
287.30
1.194
286.67
287.76
0.12
13
15
YI -58 - CB -59
1.22
15 c
26.3
287.55
289.30
6.662
287.88
289.74
0.02
14
16
CB -59 - CB -60
0.45
15 c
74.1
289,50
290.71
1.633
289.76
290.98
0.08
15
17
CB -54 - CB -61
2.33
15 c
88.4
275,61
280.00
4,968
275.95
280.61
0.24
10
18
CB -61 - YE -62
0.93
15 c
78.2
284.00
285,75
2.239
284.26
286.14
0.06
17
19
YI -62 - YI -63
0.49
15 c
68.1
285.85
286,55
1.028
286.19
286.83
0.09
18
20
CB -54 - CB -65
9.23
18 c
81.1
270.00
276.91
8.526
270.57
278,07
0,09
10
21
CB -65 - CB -66
8.33
18 c
60.7
277.01
278.50
2.456
278.16
279.60
0.47
20
22
CB-66 -CB-67
6.88
18 c
124.2
278.60
279.90
1.047
280.08
280.90
0.21
21
23
CB -67 - CB68
5.06
18 c
117.3
280.00
281.23
1.049
281.11
282.09
0.36
22
24 CB -68 - CB -69 1.03 15 c 110.1 284.28 287.44 2.871 284.54 287.85 0.02
23
25 CB -69 - CB -70 0.20 16 0 94.3 287.54 288.48 0.997 287.87 288.66 0.05

26
CB -61 - YI -64
0.35
12 c
40.4
281.11
281.51
0.989
281.32
2B1.76
0.08
17
27
CB -68- YI -71
3.36
12 c
30.4
281.73
282.04
1.019
282.50
282.82
0.06
23
28
YI -71 - YI -72
2.39
12 c
57.5
282.14
282.71
0.992
282.88
283.37
0.25
27
29
YI -72 - YI -73
1.34
12 c
63.3
282.81
286.02
5.073
283.62
286.51
0.19
28
30
CB -68 - YI -74
0.83
12 c
75.3
284.00
285.56
2.071
284.27
285.95
0.14
23
31
YI -74 - YI -75
0.39
12 c
68.1
285.66
287.32
2.438
286.08
287.58
0.04
30
32
YI -75 - YI -76
0.20
12 c
48.5
287.42
287.90
0.990
287.62
288.09
0.06
31
Project File: bmp4.stm Number of lines: 32 Run Date: 11 -04 -2011
NOTES; c = circular; e = elliptical; b = box; Return period = 25 Yrs.; . Indicates surcharge condition.
Hydraflow 81orm Severs 2003

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Woodfield Creek
Rip Rap Dissipator Calculations
Designed: DF Checked:
Date: 11104/11 Date:
25
20
Q � 1:
L4.
}
a
w 10
ET
11/04/11
0' 5' 10' 15' 20' 25'
DIAMETER (Ft.)
Figure $.06.b.1
RIP RAP DISSIPATOR SIZING
OUTLET ID#
PIPE DIA (IN)
VELOCITY
(FPS)
ZONE
BEGIN
WIDTH
(FT)
END
WIDTH
(FT)
APRON
LENGTH
(FT)
STONE
CLASS
FES #1
18.00
3.45
1
r
4
6
A
FES #7
18.00
4.92
1
4.5
1 4
6
A
FES #17
24.00
�m
2
6
7
12
B
FES #43
18.00
4.55
1
4.5
4
6
A
FES #53
24.00
6.18
2
6
7
12
B
BMP #3 OUT
24.00
2.9
1
6
6
8
A
BMP #3A OUT
24.00
2.28
1
6
6
8
A
rss
�
1.25
1
6
6
8
A
0' 5' 10' 15' 20' 25'
DIAMETER (Ft.)
Figure $.06.b.1
RIP RAP DISSIPATOR SIZING
OUTLET ID#
PIPE DIA (IN)
VELOCITY
(FPS)
ZONE
BEGIN
WIDTH
(FT)
END
WIDTH
(FT)
APRON
LENGTH
(FT)
STONE
CLASS
FES #1
18.00
3.45
1
4.5
4
6
A
FES #7
18.00
4.92
1
4.5
1 4
6
A
FES #17
24.00
6.7
2
6
7
12
B
FES #43
18.00
4.55
1
4.5
4
6
A
FES #53
24.00
6.18
2
6
7
12
B
BMP #3 OUT
24.00
2.9
1
6
6
8
A
BMP #3A OUT
24.00
2.28
1
6
6
8
A
BMP #4 OUT
24.00
1.25
1
6
6
8
A
NOTE: SIZING BASED ON NYDOT DISSiPATOR METHOD FOR 10 -YEAR STORM PER NCENR E &SC
TO PREVENT SCOUR HOLE
ZONE
JAPRONMATERIAL
I STONE DIAMETER
LENGTH OF APRON DEPTH (inJ
1
I Stone Filling (Fine) 1
8"
4 x (pipe diameter) 1 10

Swale Design

6TA: 1TT51]9
fSET. �TFSET.
0 fSEi: 0.00 ROf 0..00 00
L
riv

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 1
Channel 1 - -10 year
Hydrograph type =
Rational
Storm frequency =
10 yrs
Drainage area =
4.000 ac
Intensity =
7.222 in /hr
OF Curve =
WakeForest.IDF
a
Q (cfs)
15.00
12.00
do
Am
rc " 1
Wednesday, May 30 2007, 4:2 PM
Peak discharge = 14.44 cfs
Time interval = 1 min
Runoff coeff. = 0.5
Tc by User = 5.00 min
Asc /Rec limb fact = 1/1
Hydrograph Volume = 4,333 cuft
Channel 1 - -10 year
Hyd. No. 1 -- 10 Yr
/ I \
I/ \
Hyd No. 1
0.1
Q (cfs)
15.00
12.00
IIIIMI
9080
3.00
" 0.00
0.2
Time (hrs)

Hydrograph
Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Tc by User
Channel 1 - -25 year
Asc /Rec limb fact
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 4.000 ac
Intensity
= 8.286 in /hr
OF Curve
= WakeForest.IDF
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Channel 1 - -25 year
Hyd. No. 2 -- 25 Yr
Wednesday, May 30 2007, 4:2 PM
Peak discharge = 18.23 cfs
Time interval
= 1 min
Runoff coeff.
= 0.55
Tc by User
= 5.00 min
Asc /Rec limb fact
= 1/1
Hydrograph Volume = 5,469 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0.0 0.1 0.2
Time (hrs)
Hyd No. 2

06- 4085 -- Channel -1 1 ®,4 ear
Friction Method Manning Formula
Solve For Normal Depth.
Iliput Data';
Roughness Coefficient
g R 4 S S)
0.030
Length
0.00 ft
l
Channel Slope l
0.01600
ft/ft
Left Side Slope '
3.00
ft/ft (H:V)
4
Right Side Slope
3.00
ft/ft (H:V)
Infinity ft/s
Bottom Width
2.00
ft
0.82 ft
Discharge
14.44
ft3 /s
0.01600 ft/ft
Results
0.01716 ft/ft
' ry
Normal Depth
p
0.82
ft
�! 4
Flow Area
3.63
ft2
1 ®
51jee, grass)
Wetted Perimeter
7.16
ft
�' e @ l
pe
Top Width
6.89
ft
Critical Depth
0.80
ft
Critical Slope
0.01716
ft/ft
Velocity
3.98
ft/s
Velocity Head
0.25
ft
Specific Energy
1.06
ft
Froude Number
0.97
Flow Type Subcritical
GVF Input Data
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
GVF_ QW0'..t Data
Upstream Depth
0.00 ft
Profile Description
Profile Headioss
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
0.82 ft
Critical Depth
0.80 ft
Channel Slope
0.01600 ft/ft
Critical Slope
0.01716 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00]
5/30/2007 4:09:52 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

06- 4085 -- Channel- 1 - -25yr
Project Description
Friction Method Manning Formula
Solve For Normal. Depth.
input Data
Resulfs.
Normal Depth
0.91
ft
Flow Area
4.31
ft2
Wetted Perimeter
7.76
ft
Top Width
7.46
ft
Critical Depth
0.90
ft
Critical Slope
0.01663
ft/ft
Velocity
4.23
ft/s °
Velocity Head
0.28
ft
Specific Energy
1.19
ft
Froude Number
0.98
Flow Type
Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF� Outpu# Data . ..
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.91
ft
Critical Depth
0.90
ft
Channel Slope
0.01600
ft/ft
Critical Slope
0.01663
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/30/2007 4:12:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1.203- 755 -1666 Page 1 of 1

TYPICAL SWALE DETAIL
GRASSLINED
L
SEEDED /MULCHED PER TABLE C2.1.
APPLY DOUBLE NET STRAW BLANKET
I
CHANNEL CROSS SECTIONS
DIMENSIONS
TYPE
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Roof header Suing

CHAPTER 11
STORM DRAINAGE
SECTION 1101
GENERAL
1101.1 Scope. The provisions of this chapter shall govem the
materials, design, construction and installation of storm drEn-
age, gmgpt in one - and two - amfly dwellings.
11€11.2 Where required. 411 roofs -paved areas yorrds, courts
and caurtvards shall drain into a separate storm sewer systeni.
-p
or a combined sewer system or to an approved -place of dis-
nosRl.
1101.3 PrrarWbited drainage. Stoim water shall not be drained
into sewers intended for sewage only.
1101.4 Tests. The conductors and the building storm drain shall
be tested in accordance with Section 312.
1101.5 Continuous flow. The size of a drainage pipe shall not
be reduced in the direction of flow.
1101.6 Fittings and connections. All connections and changes
in direction of the storm drainage system shall be made with
approved drainage -type fittings in accordance with Table
706.3. The fittings shall not obstruct or retard flow in the sys-
tem.
1101.7 )hoof design. Roofs shall be designed for the maximum
possible depth of water that will pond thereon as determined by
the relative levels of'roof deck and overflow weirs, scuppers,
edges or serviceable drains in combination with the deflected
structural elements. In determining the maximum possible
depth of water, all primary roof drainage means shall be
assumed to be blocked.
1101.8 Cleanouts required. Cleanouts shall be installed in the
storm drainage system and shall comply with the provisions of
this code for sanitary drainage pipe cleanouts.
1101.9 Backwater valves. Backwater valves installed in a
storm drainage system shall conform to Section 715,
SECTION 11€12
MATERIALS
1102.1 General. The materials and methods utilized for the
construction and installation of storm drainage systems shall
comply with this section and the applicable provisions of
Chapter 7.
11021 inside storm drainage conductors. Inside storm
drainage conductors installed above ground shall conform to
one of the standards listed in Table 702.1.
1102:3 Underground building storm drain pipe. Under-
ground building storm drain pipe shall conform to one of the
standards listed in Table 7022.
1102A Building storm,sewer pipe. Building storm sewer pipe
shall conform to one of the standards listed in Table 1102.4.
TABLE 1102.4
BUILDING STORM SEWER PIPE
MATERIAL
STANDARD
Acrylonitrile butadiene styrene
ASTM D 2661; ASTM D
(ABS) plastic pipe
2751; ASTM F 628
Asbestos - cement i e
ASTM C 428
Cast-iron pipe
ASTM A 74; AST IA A 888;
Vitrified clay pipe
C1SPI 301
Concrete pipe
ASTM C 14; ASTM C 76;
CSA A257 1; CSA
CAN /CSA A257.2
Copper or copper -alloy tubing
ASTM B 75; ASTM B 98;
(Type K, L, M or DWV)
ASTM B 251; ASTM B 306
Polk vinyl chloride (PVC)
ASTM D 2665; ASTM D
plastic pipe (Type D)V,
3034; ASTM F 891;
SDR26, SDR35, SDR41,
CSA- B182.2; CSA
PS50 or PS100
CAN /CSA- B182.4
Vitrified clay pipe
ASTM C 4; ASTM C 700
Stainless steel drainage
ASMF-/ANSI A1123.1
systems, Type 316L
1102.5 Subsoil drain pipe. Subsoil drains shall be open -
jointed, horizontally split or perforated pipe conforming to one
of the standards listed in Table 1102.5,
TABLE 1102.5
SUBSOIL DRAIN PIPE
MATERIAL
STANDARD
Asbestos - cement pipe
ASTM C508
Cast -iron pipe
ASTM A 74; ASTM A 888;
CISP1301
Polyethylene (PE) plastic pipe„ ',
ASTM F 405
Polyvinyl chloride (PVC)
plastic pipe (type sewer pipe,
PS25, PS50 or PSI 00)
ASTM D 2729; ASTM F 891;
CSA-13 182-2; CSA
CAN /CSA - 33182.4
Vitrified clay pipe
ASTM C 4; ASTM C 700
Stainless steel drainage
systems, Type 316L
ASMFJANSI A 11231
1102.6 hoof drains. Roof drains shall conform to ASME
,112.21.2 orASNO A112.3.IL
1102.7 Fittings. Pipe fittings shall be, approved for installation
with the piping material installed, and shall conform to the
respective pipe standards or one of the standards listed in Table
1102.7„ The fittings shall not have ledges, shoulders or reduc-
tions capable of retarding or obstructing flow in the piping.
Threaded drainage pipe fittings shall be of the recessed drain-
age type,
2000 INTERNATIONAL PLUMBING CODEO/NC 2002 77

TABLE 1102.7 - 1106.6
TABLE 1102.7
PIPE FITTINGS
MATERIAL
STANDARD
Acrylonitrile butadiene styrene
ASTM D 2468; ASTM'D'2661
(ABS plastic
Cast iron
ASME DI 6.4; ASME 1316.12;
ASTM A B88; C1SP1 301;
ASTM A 74
Chlorinated polyvinyl chloride
ASTM F 437; ASTM F 436;
(CPVC) plastic
,ASTM F 439
Copper or copper alloy
ASME B16,15; ASME
B16.18; ASME 131622;
ASME B16.23; ASME
B1626; ASME BI6 29;
ASME B16.32
Gray iron and ductile iron
AWWA C110
Malleable iron
ASME B16.3
Plastic, general
ASTM F 409
Polyethylene (PE) plastic '_
ASTM D 2609
Polyvinyl chloride (PVC)
ASTM D 2464; ASTM D
plastic
2466; ASTM D 2467;
CSA CAN /CSA- 13137.2;
ASTM D 2665
Steel
ASME B16.9, ASME B16.11;
ASME BI6.28
Stainless steel drainage
ASME/ANSI A] 12.3 .1
systems, Type 3161.
SECTION 1103
TRAPS
1103.1 Main trap. Leaders and storm drains connected to a
combined sewer shall be trapped. Individual storm water traps
shall be installed on the storm water drain branch serving each
conductor, or a single trap shall be installed in the main storm
drain just before its connection with the combined building
sewer or the public sewer.
11032 Material. Storm water traps shall be of the same mate-
rial as the piping system to which they are attached.
11033 Size. Traps for individual conductors shall be the same
size as the horizontal drain to which they are connected.
1103.4 Cleanout. An accessible cleanout shall be installed on
the building side of the trap.
SECTION 1104
CONDUCTORS AND CONNECTIONS
11041 prohibited use. Conductor pipes shad not be used as
soil, waste or vent•pipes; and soil; waste or vent pipesshall not
be used as conductors.
1104.2 Cau Nnkfng storms vnt% mn tzq drainage.. The =i-
tary and storm drainage systems of a structure shall be entirely
separate except where combined sewer systems are utilized.
Where a combined sewer is utilized, the building storm drain
shall be connected in the same horizontal plane through a
STORM DRAINAGE
single -wye fitting to the combined sewer at least 10 feet
(3048 mm) downstream from any soil stack.
1104.3 Floor drains., Floor..drains. shall, not. be. connected to,a
storm drain.
SECTION 1105
ROOF DRAINS
1105.1 Strainers. Roof drains shall have strainers extending
not less than 4 inches (102 nun) above the surface of the roof
immediately adjacent to the roof drain. Strainers shall have an
available inlet area, above roof level, of not less than one and
one -half times the area of the conductor or leader to which the
drain is connected.
1105.2 Flat decks. Roof drain strainers for use on sun decks,
parking decks and similar areas that are normally serviced and
maintained shall comply with Section 1105.1 or shall be of the
flat - surface type, installed level with the deck, ,Mth an avail-
able inlet area not less than two tithes the area of the conductor
or leader to which the drain is connected,
11053 hoof drain tlashlugs. The connection between roofs
and roof drains which pass through the roof and into the interior
of the building shall be made water tight by the use of approved
flashing material,
SECTION 1106
SIZE OF CONDUCTORS, LEADERS
AND STORM DRAINS
1106.1 General.11me size of the vertical conductors and lead-
ers, building storm drains, building storm sewers, and any hor-
izontal branches of such drains or sewers shall be based on the
100 -year hourly rainfall rate indicated in Figure 1106.1..
1106.2 Vertical conductors and leaders. Vertical conductors
and leaders shall be sized for the maximum projected roof area,
in accordance with Table 1106.1
11063 Building storm drains and sewers, The size of
the building storm drain, building storm sewer and their hori-
zontal branches having a slope of one -half unit or less vertical
in 12 units horizontal (4- percent slope) shall be based on the
maximum projected roof area in accordance with Table 1106.3,
The minimum slope of horizontal branches shall be one - eighth
unit vertical in 12,nirits' horizontal (1 =percent °slope) unless
otherwise approved.,
1106.4 Vertical w-019. in sizing roof'drains and storm drainage
piping, one -half of the area of any vertical wall that diverts rain-
water to the roof shall be added to the projected roof area for
inclusion in calculating the required size ofvertical conductors,
leaders and horizontal storm drainage piping.
1106.5 Parapet wall scupper location. Parapet wall roof
drainage scupper and overflow scupper location shall comply
with the raga rernc_n.L of the irterm2tt0 nal vildi. ^. ; Code.
1106.6 Size of roof gutters. The size of semicircular gutters
shall be based on the maximum projected roof area in accor-
dance with Table 1106.6.
78 2000, INTERNATIONAL, PLUMBI1NG,CQDEo

STORM DRAINAGE
E
0
v
le
T
W r�
ii
i
O
FIGURE 1106.1
2000 INTERNATIONAL PLUMBING CODED /NC 2002 79

FIGURE 1106.1
E
6
1
t
t
t
M
M
STORM DRAINAGE
80 2000 INTERNATIONAL PLUMBING CODE® /NC 2002

FIGURE 2106.1
STORM DRAINAGE
FIGURE 1106.1 - continued
100 -YEAR, I -HOUR RAINFALL (IiuPHES)
WESTERN UNITED STATES
Deleted
81
2000 INTERNATIONAL PLUMBING COPE° /NC 2002

FIGURE 1106.1
FIGURE 1106.10 - continued
100 -YEAR, 1 -HOUR RAINFALL (INCHES)
ALASKA
Deleted
STORM DRAINAGE
82 2000 INTERNATIONAL PLUMBING CODED /NC 2002

STORM DRAINAGE
FIGURE 1106.1 - continued .
100 -YEAR, 1 -HOUR RAINFALL (INCHES) "'
HAWAII
Deleted
FIGURE 1106.1
2000 INTERNATIONAL PLUMBING CODEm1NC 2002 83

TABLE 1106.2 • TABLE 1106.3
TABLE 1106.2
SIZE OF VERTICAL CONDUCTORS AND LEADERS
STORM DRAINAGE
DIAMETER
OF LEADER
(lndres)a
2
HORIZONTALLY PROJECTED ROOF AREA (square feet)
Rainfall rate (inches per hour)
1
2,880
6,800
18,400
34,600
54,000
116,000
2
1,440 1
4,400
9,200
17,300
27,000
58,000
3
960
2,930
6,130
11,530
17,995
38,660
4
720
2,200
4,600
8,650
13,500
29,000
5
575
1,760
3,680
6,920
10,800
23,200
6
480
1,470
3,070
5,765
4,000
19,315
7
410
1,260
2,630
4,945
7,715
16,570
8
360
1,100
2,300
4,325
6,750
14,500
9
320
980
2,045
3,845
G,000
12,890
10
290
880
11840
3,460
5,400
11,600
11
260
800
1,675
3,145
4,410
10,545
12'
240
730
1,530
'0
t9,660 0
3
4
5
6
8
For Si: I inch = 25.4 mm, 1 square foot = 0.0929 mz
a. Sizes indicated are the diameter of circular piping. This table is applicable to piping of other shapes provided the cross - sectional shape fully encloses a circle of the
diameter indicated in this table.
TABLE 1106.3
s17E of HORIZONTAL STORM DRAINAGE PIPING
SIZE OF
HORIZONTALLY PROJECTED ROOF AREA (square feet)
HORIZONTAL
PIPING
Rainfall rate (inches Per hour
1 2 3 4 5
(inches)
1/8 unit vertical in 12 units horizontal (1- percent slope)
3
4
3,288
7,520
1,644
3,760
1,096
2,506
822
1,800
657
1,504
548
1,253
5
13,360
6,680
4,453
3,340
2,672
4,280
2,227
3,566
6
8
21,400
46,000
10,700
23,000
7,133
15,330
5,350
11,500
9,200
7,600
10
82,800
41,400
27,600
20,700
33,300
16,580
26,650
13,800
22,200
12
15
133,200
218,000
66,600
109,000
44,400
72,800
59,500
47,600
39,650
1/4 unit vertical in 12 units horizontal (2- percent slope)
3
4,640
2,320
1,546
3,533
1,160
2,650
928
2,120
773
1,766
4
5
10,600
18,880
5,300
9,440
6,293
4,720
3,776
3,146
6
30,200
15,100
10,066
21,733
7,550
16,300
6,040
13,040
5,033
10,866
8
10
65,200
116,800
32,600
58,400
38,950
29,200
23,350
19,450
12
188,000
94,000
62,600
47,000
84,000
37,600
67,250
31,350
56,000
15
336,000
168,000
112,000
1/2 unit vertical in 12 units horizontal (4- percent slope)
3
6,576
3,288
2,295
1,644
1,310
1,096
4
15,040
7,520
5,010
3,760
6,680
3,010
5,320
2,500
4,450
5
6
26;720
42,800
13,360
21,400
8,900
13,700
10,700
8,580
7,140
8
92,000
46,000
30,650
23,000
18,400
15,320
10
171,600
85,800
55,200
41,400
66,600
33,150
53,200
27,600
4 -4,400
12
15
266,460
476,000
133,200
238,000
86,800
158,800
119,000
95,300
79,250
For St: I inch = 25 4 mm, t square foot = 0.0929 Tn2.
84 2000 INTERNATIONAL PLUMBING CODE®

STORM DRAINAGE TABLE 1106.6 TABLE 1106.6 - 1108.1
SIZE OF SEMICIRCULAR ROOF GUTTERS
For SI: F inch = 25.4 mm, 1 square fool = 0.0929 mz. -
SECTION 1.107
SECONDARY (EMERGENCY) ROOF DRAINS
1107.1 Secondary drainage required, Secondary (emer-
gency) roof'drains or scuppers shall be provided where the roof'
perimeter construction extends above the roof in such a manner
that water will be entrapped if the primary drains allow buildup
for any reason.
1107.2 Separate systems required. Secondary roof drain sys-
terns shall have piping and point of discharge separate from the
primary system. Discharge shall be above grade in a .location
which would nonmliy be obsen�ed by the building occupants
or maintenance personnel.
1107::3 Sizing of secondary drains. Secondary (emergency)
roof drain systems shall be sized in accordance with Section
1106 based on t'he rain aff rate I, le-, it Figure IIC6.1a.,
Scuppers shall be sized to prevent the depth of ponding water
from exceeding that for which the roof was designed as deter-
mined by Secfion 1101.7. Scuppers shall not have an opening
dimension of less than 4 inches (102 mm). The flow through the
primary system shall not be considered when sizing the sec-
ondary roof drain system.
SECTION 1105
COMBINED SANITARY AND STORM SYSTEM
1108.1 Size of combined drains and sewers. The size of a
combination sanitary and storm drain or sewer shall be com-
puted in accordance with the method in Section 1 106.3.. The
fixture units shall be converted into an equivalent projected
roof or paved area. Where the total fixture load on the com-
bined drain is less than or equal'to 2564N tum units, the equiv-
alent drainage area in horizontal projection shall be taken as
4,000 square feet (372 m2:). Where the total fixture load
exceeds 256 fixture units, each additional fixture unit shall be
considered the equivalent of 15.6 square feet (1.5 m2) of drain-
age area.. These values are based on a rainfall rate of I inch
(25.4 mm) per hour.
85
2000 INTERNATIONAL PLUMBING CODED /NC 2002
HORIZONTALLY PROJECTED ROOF AREA (square feet)
DIAMETER
RAINFALL RATE (Indies per hour)
Or GuTTER5
5 6
nches
1 2 3 4
I
/ie unit vertical in 12 units
horiiunIal (05- percent
slope)
3 680
3411
326
480
170
360
136 113
288,. .:.
240
4 1,440
5 2,500
7211
1,250
834
625
500 416
768 640
6 3,840
7 5,520
1.920
2.760
1,280
1,840
960
1,380
1,100 918
8 7,960
3,9511
2,655
1,990
3,600 1
1,590 1,325
2,880 1 2,400
10 14,400
7,200
4,800
I/s unit vertical in 12
units horizontal (1- percent
slope)
3 960
480
320
681
240
510
192
40&
160
340
4 2,040
5 3,520
1,020
1,760
1,172
880
704
587
6 5,440
2,720
3,900
1,815
2,600
1,360
1,950
1,085
1,560
905
1,300
7 7,800
8 ! 1,200
5,600
3,740
2,800
2,240
°00
1,870
10 20,400
10,200
6,800
5,100.
1 4,0 1
3,400
1/4 unit vertical in 12
units horizontal (2- percent
slope)
3
1,360
680
1,440
454
960
340
720
272
576
226
480
4
5
2,880
5,000
2,500
1,668
1,250
1,920
1,000
1,536
834
1,280
6
7
7,680
11,040
3,840
5,520
2,560
3,860
2,760
2,205
1,840
8
15,920
7,960
5,310
3,980
7,200
3,180
5,750
2,655
4,800
10
28,800
1 14,400
1 9,600
1
Ilz unit vertical in 12
units horizontal (4- percent
slope)
3
4
1,920
4,080
960
2,040
640
1,360
480
1,020
384 320
816 680
5
7,080
3,540
2,360
1,770
2,770
1,415 1,180
2,220 1,850
6
7
11,060
15,600
5,540
7,800
3,695
5,200
3,900
3,120 2,600
8
22,400
11,200
7,460
13,330
5,600
10,000
4,480 3,730
8,000 6,660
10
40,000
20,000
For SI: F inch = 25.4 mm, 1 square fool = 0.0929 mz. -
SECTION 1.107
SECONDARY (EMERGENCY) ROOF DRAINS
1107.1 Secondary drainage required, Secondary (emer-
gency) roof'drains or scuppers shall be provided where the roof'
perimeter construction extends above the roof in such a manner
that water will be entrapped if the primary drains allow buildup
for any reason.
1107.2 Separate systems required. Secondary roof drain sys-
terns shall have piping and point of discharge separate from the
primary system. Discharge shall be above grade in a .location
which would nonmliy be obsen�ed by the building occupants
or maintenance personnel.
1107::3 Sizing of secondary drains. Secondary (emergency)
roof drain systems shall be sized in accordance with Section
1106 based on t'he rain aff rate I, le-, it Figure IIC6.1a.,
Scuppers shall be sized to prevent the depth of ponding water
from exceeding that for which the roof was designed as deter-
mined by Secfion 1101.7. Scuppers shall not have an opening
dimension of less than 4 inches (102 mm). The flow through the
primary system shall not be considered when sizing the sec-
ondary roof drain system.
SECTION 1105
COMBINED SANITARY AND STORM SYSTEM
1108.1 Size of combined drains and sewers. The size of a
combination sanitary and storm drain or sewer shall be com-
puted in accordance with the method in Section 1 106.3.. The
fixture units shall be converted into an equivalent projected
roof or paved area. Where the total fixture load on the com-
bined drain is less than or equal'to 2564N tum units, the equiv-
alent drainage area in horizontal projection shall be taken as
4,000 square feet (372 m2:). Where the total fixture load
exceeds 256 fixture units, each additional fixture unit shall be
considered the equivalent of 15.6 square feet (1.5 m2) of drain-
age area.. These values are based on a rainfall rate of I inch
(25.4 mm) per hour.
85
2000 INTERNATIONAL PLUMBING CODED /NC 2002

1109 - 1113.1.4
SECTION 1109
VALUES FOR CONTINUOUS FLOW
1109.1 Equivalent roof area. Where there is a continuous or
semicontinuous discharge into the, building stoma drain or
building storm sewer, such as from a pump, ejector, air condi-
tioning plant or similar device, each gallon per minute (1785
LJm) of such discharge shall be computed as being equiv-
alent to 96 square feet (9 m2) of roof area, based on a rain-
fall rate of I inch (25.4 mm) per hour.
SECTION 1110
CONTROLLED FLOW ROOF DRAIN SYSTEMS
1110.1 General. The roof of a structure shall be designed for
the storage of water where the storm drainage system is engi-
neered for controlled flow. The controlled flow roof'drain sys-
tem sball be an engineered system in accordance with this
section and the design, submittal, approval, inspection and test-
ing requirements of Section 105..4. The controlled flow system
shall be designed based on the required rainfall rate in accord-
ance with Section 1106.1.
1110.2 Control devices, The control devices shall be installed
so that the rate of discharge of water per minute shall not exceed
the values for continuous flow as indicated in Section 1109.1.
11103 Installation. Runoff control shall be by control devices.
Control devices shall be protected by strainers.
1110.4 Minimum number of roof drains. Not less than two
roof drains shall be installed in roof areas 10,000 square feet
(930 m2) or less and not less than four roof drains shall be
installed in roofs over 10,000 square feet (930 m2) in area.
SECTION 1111
SUBSOIL DRAINS
1111.1 Subsoil drains. Subsoil drains shall be open jointed,
horizontally split or perforated pipe conforming to one of the
standards listed in Table 1102.5. Such drains shall not be less
than 4- inches in (102 mm) diameter, Where the building is sub-
ject to backwater, the subsoil drain shall be protected by an ac-
cessibly located backwater valve. Subsoil drains shall dis-
charge to a trapped area drain, sump, dry well or approved
location above ground. The subsoil sump shall not be required
to have either a gas -tight cover or a vent. The sump and pump-
ing system shall comply with Section 1113.1.
SECTION 1112
BUILDING SUBDRAINS
1112.1 Building subdrains. Building subdrains' 1'ocated`below
the public sewer level shall discharge into a sump or receiving
tank, the contents of which shall be automadcaIly lifted and dis-
charged into the drainage system as required for building
sumps. The sump and pumping equipment shall comply v7th
Section 11111.
STORM DRAINAGE
SECTION 1113
SUMPS AND PUMPING SYSTEMS
1113.1 Pumping system. The sump pump, pit and discharge
piping sbali, conform -to Sections 1- 113:1.1 through 1113:1.4,
1113.1.1 Pump capacity and head. The sump pump shall be
f a capacity and head appropriate to anticipated use require-
, ments.
1113.1:2 Construction. The sump pit shall not be less than
18- incbes (457 mm) in diameter and shall be constructed of
tile, steel plastic, cast iron, concrete or other approved mate -.
rial, with a removable cover adequate to support anticipated
loads in area of use. The pit floor shall provide permanent
support for the pump.
1113.13 Electrical. Electrical service outlets, when
required, shall meet the requirements of the ICCE1ectrica7
Code,
1113.1.4 Piping. Discharge piping shall meet the require-
ments of Section 1102.2, 1102.3 or 1102.4 and shall include a
gate valve and a full flow check valve. Pipe and fittings shall
be the same size as, or larger than, pump discharge tapping.
Exception: In one - and two - family dwellings, only a
check valve shall be required, located on the discharge
piping from the pump or ejector.
sy 2000 INTERNATIONAL. PLUML3ING CODE©

Culvert Design
Culvert design at stream crossing
-Water elevation calculations at pedestrian crossing

Em
t�
I'4

TR55 Tc Worksheet`
Hydraflow Hydrographs by Intelisolve
Hyd. No. 26
CULVERT DRAINAGE AREA *2-%
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.130
0.011,
0.011
Flow length (ft)
= 180.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 10.50
0.00
0.00
Travel Time (min)
= 6.79 +
0.00 +
0.00 =
6.79
Shallow Concentrated Flow
Flow length (ft)
= 460.00
0.00
0.00
Watercourse slope ( %)
= 7.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 4.27
0.00
0.00
Travel Time (min)
= 1.60 +
0.00 +
0.00
1.60
Channel Flow
X sectional flow area (sgft).,
= 19.63
8.00
0.00.
Wetted perimeter (ft)
= 15.70
8.00
0.00
Channel slope ( %)
= 1.00
6.00
0.00
Manning's n -value =
0.015
0.015
0.015
Velocity (ft/s) =
11.54
24.33
0.00
Flow length (ft) =
280.0
1122.0
0.0
Travel Time (min) =
0.40 +
0.77 +
0.00 =
1.17
TotalTravel Time, Tc .... w ..........................................
...............................
9.76 min

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 26
Time interval
CULVERT DRAINAGE AREA
Hydrograph type
= Rational
Storm frequency
= 10yrs
Drainage area
= 37.940 ac
Intensity
= 6.029 in/hr
i np r,., ikiiz
= Pnbzirih-n,irhnm inn
Q (Cfs)
210.00
180.00
150.00
120.00
------- - -----
90.00 -
------------ - - -----
60.00 -
--------------- --
30.00
n r)n
Friday, Jun 1 2007, 2:25 PM
Peak discharge
= 182.99 cfs
Time interval
= 1 min
Runoff coeff.
= 0.8
Tc by TR55
= 10.00 min
Asc/Rec limb fact
= 1/1
CULVERT DRAINAGE AREA
Hyd. No. 26 - -10 Yr
Hydrograph Volume = 109,795 cuft
Q (Cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
000
0 5 10 15 20
— Hyd No.. 26 Time (min)
41

Hydrograph
Plot
Hydraflow Hydrographs by Intelisolve
l Hyd. No. 26
CULVERT DRAINAGE
AREA
Hydrograph type . =
Rational.
Storm frequency =
25 yrs
Drainage area =
37.940 ac
Intensity =
6.896 in /hr
OF Curve =
Raleigh- Durham.IDF
4
Friday, Jun 12007, 2:26 PM
Peak discharge = 209.32 cfs
Time interval = 1 min
Runoff coeff. = 0.8
Tc by TR55 = 10.00 min
Asc /Rec limb fact = 1/1
CULVERT DRAINAGE AREA
Q (cfs) Hyd. No. 26 -- 25 Yr
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
Hydrograph Volume = 125,593 cuft
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
000
0 5 10 15 20
Time (min)
Hyd No. 26

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 26
CULVERT DRAINAGE
AREA
Hydrograph type =
Rational
Storm frequency =
100 yrs
Drainage area =
37.940 ac
Intensity =
8.252 in/hr
OF Curve =
Raleigh-Durham.IDF
Friday, Jun 1 2007, 2:25 PM
Peak discharge = 250.45 cfs
Time interval = 1 min
Runoff coeff. = 0.8
Tc by TR55 = 10.00 min
Asc/Rec limb fact = 1/1
CULVERT DRAINAGE AREA
Q (Cfs) Hyd. No. 26 100 Yr
HMO -
240.00 -
200.00 -
-- ------------ ------------- - -- ------- - - ------ ---- - - ----------
160.00 -
. . .. . ...... . . ......
120.00 -
---- ------- - - ---- ----- ------
-- — -------- - -------- - -----
80.00 -
40.00 -
Q 00
. . ....... . ......
Hydrograph Volume = 150,272 cuft
Q (Cfs)
280.00
240.00
200.00
160,00
120.00
80.00
40.00
0.00
0 5 10 15 20
Time (min)
— Hyd No. 26

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 27
CULVERT INFLOW WITH BMP 3
Hydrograph type = Combine
Storm frequency = 10yrs
Inflow hyds. = 19, 26
A
Friday, Jun 1 2007, 2:25 PM
Peak discharge. = 18 3. 01 cfs
Time interval = 1 min
CULVERT INFLOW WITH BMP 3
Q (Cfs) Hyd, No. 27 10 Yr
210.00
180.00
150.00
--- - --------- --- – ------------------- -------
120.00
— ------ — ------
90.00
60.00 . ..... .
------ . ..........
30.00
..... ........... .... —
. ........ .
-.;;; . ........................
n () n . .....
Hydrograph Volume = 131,845 cuft
0
Q (Cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 10 20 30 40 50 60
— Time (min)
Hyd No. 27 Hyd No. 19 — Hyd No. 26

Hydrograph
Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 27
CULVERT INFLOW WITH BMP 3
Hydrograph type- =
Combine.
Storm frequency =
25 yrs
Inflow hyds, =
19, 26
Friday, Jun 1 2007, 2:25 PM
Peak discharge = 209.34 cfs
Time interval =1 min
Hydrograph Volume = 155,023 cult
CULVERT INFLOW WITH BMP 3
Q (Cfs) Hyd. No. 27 -- 25 Yr
210.00
180.00
- - - -------- ------------
150.00
----------
----------------- - - - ---------- -------------- - ------ -- - ---------- ------- - -----------------
120.00
. ..... . .... . ....
90.00
----------------- - ---
60.00
- - ------- ......
--------------- ---- --- ---------- ......
30.00
........ ... ..
r) M)
Q (Cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
n nn
0 10 20 30 40 50 60
— Time (min)
Hyd No. 27 Hyd No. 19 — Hyd No. 26

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 27
CULVERT INFLOW WITH BMP 3
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 19, 26
M
Friday, Jun 1 2007, 2:26 PM
Peak discharge = 250.47 cfs
Time interval = 1 min
Hydrograph Volume = 191,254 cult
e
CULVERT INFLOW WITH BMP 3
Q (cfs) Hyd. No. 27 -- 100 Yr Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
0 5 10 15 20 25 30 35 40 45 50 55
� Time (min)
Hyd No. 27 Hyd No, 19 Hyd No. 26

I
1
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P
9
�I
Exhibit 11
0
180
10,000
168
80000
EXAMPLE
(2)
(3)
6.
156
6,000
0.42 Inch" (3.3 feet)
144
5,000
o•120of$
5.
4,000
im to wW
6,
5
132
3,000
D foot
(1) 2.5 8.8
5'
4
4.
120
(2) 8.1 7.4
a
2,000
i.T
4•
3.
108
OD in feet
3'
96
1,000
3'
--
•
800
-
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84.,,
600
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27
500
2.
C j u o�
72
400
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WX
300
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60
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200
¢s °°
MW-
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54
It W
100
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80
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7-
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60
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1.0
1.0 H (V Z,(, 579 }
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42
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50 HW ENTRANCE
°
1'0
m
°
40
°p SCALE TYPE
W
9
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38
30
(1) S4aare edge with
<
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33
headwall
e
9
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20
(2) Groove end with
headwall
a
.e
30
(3) Groove and
'®
27
protecting
1A
.7
.i
24
8
•7
6
To use scale (2) or (3) protect
2 (
5
horizontally to state (1), then
4
use straight Inclined line through
D and o stales, or reverts as
•6
.6
3
illustrated.
8
18
2

TWIN 48" CULVERT DISSIPATOR
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 4.00
Outlet velocity (fps) 12.12
Apron length (ft) 32.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
6 B 22
» 13 B or 1 22
23 2 27

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Q

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, May 30 2007, 4:2 PM
t Hyd. No. 6
BRIDGE 1
Hydrograph type =
Storm frequency =
Drainage area =
Basin Slope =
Tc method =
SCS Runoff
10 yrs
236.000 ac
3.1 %
KIRPICH
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
= 1113.00 cfs
= 1 min
= 85
= 3563 ft
= 16.14 min
Total precip. = 5.38 in
Storm duration =.24 hrs
a Distribution
Shape factor
= Type II
= 484-
Hydrograph Volume = 3,227,445 cuft
BRIDGE 1
Q (cfs)
Hyd. No. 6 - -10 Yr
Q (cfs)
1113.00
1113.00
54.00
9
154.00
795.00
795.00
636.00
636.00
_.... _.. __ _
....... _
_ .._ ..._ _
..... __....
_....._ ..
...._....
_...
_ _ .. .....
_ . .. ................
..__ .......
477.00
477.00
318.00
318.00
159.00
159.00
0.00
0 2 5 7 9 12 14 16 19 21
0.00
23 26
Time (hrs)
Hyd No. 6
i

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Time interval
BRIDGE 1
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 236.000 ac
Basin Slope
= 3.1 %
Tc method
= KIRPICH
Total precip.
= 6.41 in
Storm duration
= 24 hrs
- :TW
Wednesday, May 30 2007, 4:2 PM
Peak discharge
= .1389,22 cfs
Time interval
= 1 min
Curve number
= 85
Hydraulic length
= 3563 ft
Time of conc. (Tc)
= 16.14 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 4,068,486 tuft

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Wednesday, May 30 2007, 4:2 PM
Hyd. No. 6
BRIDGE 1
Hydrograph type
= SCS Runoff
Peak discharge
= 1814.47 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 236.000 ac
Curve number
= 85
Basin Slope
= 3.1 %
Hydraulic length
= 3563 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 16.14 min
Total precip.
b = 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 5,389,289 cuft

Worksheet for Creek - Bridge Section -4 0yr
Project Description
Friction Method
Solve For
Input Dafa _
Channel Slope
Discharge
Section Definitions °
Manning Formula
Normal Depth
0.00940 ft/ft
1113.00 ft3 /s
9 +57
274.98
9 +86
268.98
9 +95
262.78
9 +99
262.78.
10 +05
264.28
11+77
274.98
Roughness Segment Definitions
Q
Results
Normal Depth
Elevation Range
Flow Area
Wetted Perimeter
Top Width
Normal Depth
Critical Depth
Critical Slope
Velocity
Velocity Head
(9 +57, 274.98)
(9 +86, 268.98) 0.080
(9 +86, 268.98)
(10 +05, 264.28) 0.050
(10 +05, 264.28)
(11 +77, 274.98) 0.080
262.78 to 274.98 ft
6.44 ft
288.42 ft2
102.07 ft
99.85 ft
6.44 ft
4.62 ft
0.06608 ft/ft
3.86 ft/s
0.23 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowfViaster [08.01.066.00]
5/31/2007 10:03:20 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1- 203 - 755 -1666 Page 1 of 2

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/31/2007 10:03:20 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Creek - Bridge Section -40yr
Results..
Specific Energy
6.67
ft
Froude Number
0.40
Flow Type
Subcritical
GVF Input Data -
Downstream Depth
0.00
ft
Length
° 0.00
ft °
Number Of Steps
0
GVF Output Data ;
Upstream Depth
0.00
ft
Profile Description
Profile Headioss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
6.44
ft
Critical Depth
4.62
ft
Channel Slope
0.00940
ft/ft
Critical Slope
0.06608
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/31/2007 10:03:20 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

9 +57
274.98
9+86
268.98
9 +95
262.78
9 +99
262.78
10 +05
264.28
11+77
274.98
Roughness Segment Definitions
(9 +57,274.98)
(9 +86,268.98) 0.080
(9 +86, 268.98)
(10 +05, 264.28) 0.050
(10 +05, 264.28)
(11 +77, 274.98) 0.080
Results
Normal Depth
6.97
ft
Elevation Range
262.78 to 274.98 ft
Flow Area
344.97
ft'
Wetted Perimeter
113.30
ft
Top Width
111.00
ft
Normal Depth
6.97
ft
Critical Depth
5.00
ft
Critical Slope
0.06515
ft/ft
Velocity
4.03
ft/s
Velocity Head
0.25
ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/31/2007 9:54:41 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
0

Worksheet for Creek-Bridge Section-25yr
Results
. ..... .....
Specific Energy 7.22 ft
Froude Number 0.40
Flow Type Subcritical
"
GVF1nb6tDa.t a
..........
Downstream Depth 0.00 ft
Length 0.00 'ft
Number Of Steps 0
�7
GVF:0qfput a a
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ft/s
Normal Depth
6.97
ft
Critical Depth
5.00
ft
Channel Slope
0.00940
ft/ft
Critical Slope
0.06515
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.011,066.00]
5/31/2007 9:64:41 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 2 of 2

9 +57
274.98
9 +86
268.98
9 +95
262.78
9 +99
262.78
10 +05
264.28
11+77
274.98
Roughness Segment Definitions
(9 +57, 274.98)
(9 +86, 268.98) 0.080 4
(9 +86, 268.98)
(10 +05, 264.28) 0.050 —
(10 +05, 264.28)
(11 +77, 274.98) 0.080
Results
Normal Depth 7.66 ft ( 2.70, (L
Elevation Range 262.78 to 274.98 ft J
Flow Area
426.80
ftZ
Wetted Perimeter
127.79
ft
Top Width
125.40
ft
Normal Depth
7.66
ft
Critical Depth
5.51
ft
Critical Slope
0.06385
ft/ft
Velocity
4.25
ft/s
Velocity Head
0.28
ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/31/2007 9:54:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/31/2007 9:54:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 2 of 2
Worksheet for Creek - Bridge Section- -100yr
Results
Specific Energy
7.94
ft
Froude Number
0.41.
Flow Type
Subcritical
GVF Input Data
Downstream Depth
0.00
ft
Length
a 0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0,00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
7.66
ft
Critical Depth
5.51
ft
Channel Slope
0.00940
ft/ft
Critical Slope
0,06385
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/31/2007 9:54:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 2 of 2

28,
PKI
STA: 9 +94.96
M-1
DATUM ELEV
250.00
10 +00 11+00
38
E OL ��
_1
6
STA: 9+53.86
ELEV: 274.98
STA: 11+73.61
ELEV: 274
6.C'
L\
STA: 9 +85.66
ELEV: 268.98
28.8
r..
STA: 10--05.41
E- 2E
4.28
10.
'
171.2'
9.3'
1.5'
LEV: 262.78
EL.
6.45'
262.78
STA: 9+
8.96 ELEV: 26:.78
d
O
O
M
N
N
N
N
10 +00 11+00
38
E OL ��
_1

Pre Development Calculations

-------- ---
A/
A/ T 5.
............
Ac,.. ......
—7.N.
........ ..
t�v
V
...........
Av
1, -7
L.,
tip
- - - - -- - - - -
I
I
)(9 5tt VIA 6064 Al S —rZ
1

Woodfield Creek
Impervious Area Calculations - Pre Development
Basin Ex. Drainage Area
Impervious
Description
Quantity
Unit
Area SF
Area AC
Roadway area /parking lot:
-
0.00
Buildings & sidewalk
Area ac
Grass, Open Space, good condition:
-
0.00
Total Impervious Area
65
-
Gravel
0.00
Total Area:
0.00
Weighted "CN" value:
-
31.97
Percent Impervious- Total (Basin Pond DA): 0.0%
Basin EX. Drainage Area
Weighted CN value calculation
Group B soils
CN
Area ac
Grass, Open Space, good condition:
69
9.76
Woods
65
22.91
Gravel
85
0.00
Weighted "CN" value:
68
Basin offsite area (Ligon Mill)
Impervious
Descri tion
Quantity
Unit
Area SF
Area AC
Roadway area /parking lot:
35,284
0.81
Buildings & sidewalk
-
0.00
Total Impervious Area
35,284
0.81
Total Area:
88,862
2.04
Percent Impervious- Total (Basin Ex. Pond DA):
39.70/6
Basin offsite area
Weighted CN value calculation
Group B soils
CN
Area ac
Grass, Open Space, good condition:
69
1.23
Impervious Surfaces:
98
0.81
Gravel
85
0.00
0
Weighted "CN" value:
81
6,: 6,3(
08 -4083 bmps.xls WSP SELLS 11/1/2011

Table 2 -2.
Values of SCS CN and Rational C for various cover conditions
(Based upon SCS,1986)
Cover Description
SCS Curve Number
Rational C
Percent
HSG
HSG
HSG
C
HSG
D
HSG
A
HSG
B
HSG
C
HSG
D
Impervious
Fully developed urban areas
Open space
Poor condition (<50%
griss)
68
79
86
89
0.36
0.58
0.72
0.78
Fair condition (50 -75%
49
69
79
84
0.15
0.38
0.58
0.68
Good condition ( >50%
39
61
74
80
0.15
0.22
0.48
0.60
Impervious areas
Pavement, roofs
98
98
98
98
0.96
0.96
0.96
0.96
Gravel
76
85
89
91
0.52
0.70
0.78
0.82
Dirt
72
82
87
89
0.44
0.64
0.74
0.78
Urban districts
Commercial and
business
89
92
94
95
0.78
0.84
0.88
0.90
85
Industrial
81
88
91
93
0.62
0.76
0.82
0.86
72
Residential areas lot size
1/8 acre (town houses,
condos
77
85
90
92
0.54
0.70
0.80
0.84
65
1/4 acre
61
75
83
87
0.22
0.50
0.66
0.74
38
1/3 acre
57
72
81
86
0.15
0.44
0.62
0.72
30
1/2 acre
54
70
80
85
0.15
0.40
0.60
0.70
25
1 acre
51
68
79
84
0.15
0.36
0.58
0.68
20
2 acres
46
65
77
82
0.15
0.30
0.54
0.64
12
Agricultural areas
Pasture, grassland
Poor
68
79
86
89
0.36
0.58
0.72
0.78
Fair
49
69
79
84
0.15
0.38
0.58
0.68
Good
39
61
74
80
0.15
0.22
0.48
0.60
Meadow mowed
30
58
71 1
78
0.15
0.16
0.42
0.56
Brush -
0.15
0.15
0.15
0.1.5
Poor
48
67
77
83 1
0415 10.34
.0.54
0.6,6
Fair
35
56
70
.77
0.15
0.15
0:40
0.54
Good
30
48
65
73 :
0.15
''9.15:1030110.146
Woodsand grass orchard
Poor
57
73
82
8G ',
015
_046.
064
0.72
iau
43 ,.
'65
.76
82 -
0 15
U 30,
052,
Good
32
58
72`
79 '
0 15
U 16
044
0.58'-
Woods'
Poor.
45
x:;66
77=
83 .
015
_Q 32
0:54
0.66`'
36
60
7.3
79 :;
0 15
'. "020
046
-038
30
-55
70.
77 :
O 15
';015
0;40 ,
0.54`;
Row d6 k,' t, good
67
78
85
89 '
0 341
;056
O ZO,
0.78°
Row. ' s, contoured, ood
65
75 `
` 82 '
86 .'0.30
0 .'50
-0:64
0:72
Small ` "' ood
63 .
75
83
87
0.26
0.50
0.66
0.74
Farmsteads
59
74
82
86
0:1
0.48
0.64
0:72
In the table values of Rational C were computed fi m 0.020 UN -1.0
Copyright-HA Malcom, 2003
[2 -10]
Hydrologic estimates

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
1 Hyd. No. 1
pre development
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.130
0.011
0.011
Flow length (ft)
= 300.0
0.0
10.0
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 8.60
0.00
0.00
Travel Time (min)
= 11.07 +
0.00
+ 0.00 =
11.07
Shallow Concentrated Flow
Flow length (ft)
= 125.00
0.00
0.00
Watercourse slope ( %)
= 13.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 5.82
0:00
0.00
Travel Time (min)
= 0.36 +
0.00
+ 0.00 =
0.36
Channel Flow
X sectional flow area (sqft)
= 18.00
0.00
0.00
Wetted perimeter (ft)
= 12.00
0.00
0.00
Channel slope ( %)
= 0.70
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ft/s)
= 5.45
0.00
0.00
Flow length (ft)
= 1660.0
0.0
0.0
.Travel Time (min) =
5.07 +
0.00
+ 0.00 =
5.07
TotalTravel Time, Tc ...............................................
...............................
16.50 min

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Runoff coeff.
pre development
Tc by TR55
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 31.970 ac
Intensity
= 3.694 in /hr
OF Curve
= Raleigh- Durham.IDF
Q (cfs)
50.00
40.00
911111I111
20.00
10.00
pre development
Hyd. No. 1 -- 2 Yr
I�
Tuesday, Nov 1 2011, 8:57 AM
Peak discharge = 42.51 cfs
Time interval
= 1 min
Runoff coeff.
= 0.36
Tc by TR55
= 17.00 min
Asc /Rec limb fact
= 1.2/1.2
Hydrograph Volume = 52,037 cuft
Q (cfs)
50.00
IUO[oIl]
30.00
20.00
E
0 5 10 15 20 25 30 35 40 45
Hyd No. 1 Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 12011, 8:58 AM
Hyd. No. 1
pre development
Hydrograph type
= Rational
Peak discharge
= 56.69 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 31.970 ac
Runoff coeff.
= 0.36
Intensity
= 4.926 in /hr
Tc by TR55
= 17.00 min
OF Curve
= Raleigh- Durham.IDF
Asc /Rec limb fact
= 1.2/1.2
Hydrograph Volume = 69,389 cuft
pre development
Q (cfs) Hyd. No. 1 - -10 Yr Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
60.00
50.00
40.00
30.00
20.00
10.00
000
0 5 10 15 20 25 30 35 40 45
Hyd No. 1 Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 12011, 8:58 AM
Hyd. No. 1
pre development
Hydrograph type
= Rational
Peak discharge
= 65.38 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 31.970 ac
Runoff coeff.
= 0.36
Intensity
= 5.680 in /hr
Tc by TR55
= 17.00 min
OF Curve
= Raleigh- Durham.IDF
Asc /Rec limb fact
= 1.2/1.2
pre development
Q (cfs) Hyd. No. 1 -- 25 Yr
70.00
60.00
50.00
40.00
30.00
20.00 -
10.00
0 00
0 5 10 15 20 25 30 35
Hyd No. 1
Hydrograph Volume = 80,021 cuft
Q (cfs)
70. 00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
40 45
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 12011, 8:58 AM
Hyd. No. 1
pre development
Hydrograph type
= Rational
Peak discharge
= 79.00 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 31.970 ac
Runoff coeff.
= 0.36
Intensity
= 6.864 in /hr
Tc by TR55
= 17.00 min
OF Curve
= Raleigh- Durham.IDF
Asc /Rec limb fact
= 1.2/1.2
Hydrograph Volume = 96,691 cuft
pre development
Q (cfs) Hyd. No. 1 - -100 Yr
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 5 10 15 20 25 30 35 40
Hyd No. 1
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
45
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
pre development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 31.560 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Tuesday, Nov 1 2011, 8:58 AM
Peak discharge = 18.59 cfs
Time interval
= 6 min
Curve number
= 68
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.50 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 67,289 cuft
pre development
Q (cfs) Hyd. No. 2 -- 1 Yr Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

kJ //6
k �
» =.04 @00 0 r
X22 w&_a� <
I
cu @ @ @
§ & o 0 a \
cu�© ogwmc
04 � g C— ac;
E
04 © g q m q %
C) d – d e n 3
U) k.
° 0 0 0 /
§/ o o co a L .
> $ /ooh /
�
3 �rLO %$ _
4 �
§®
@ o 0 o o q @
%\ aLOd&2 826-
wp�q
�@ on70� k/E
/ƒ � L_ C W) o o=
%�R
§ / E
Q
o0� CO m_@
cu a) \\LqEc 3E�
/@� –2a &2o
�< §7�
$
2 o 0-0-0 2 $ 0 /
■ c c ■ • � 2
CL 0. 0. � §� _
7 L @ $ R
/2 4) Mcu
_ q C')T 0
IL (L CL C 0 n
2 2 2 I
=ccmm CL
5 0 _
�

a
ti
v
N
C)
O
O
ca
N
c
N N LL
N
�2 AF 1]
ry
Ol
r
O
r
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N
S a)
a
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LO
...r C)
C)
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i L U
f3n,
V
M
� a
w O
i z Z�� z Z � �¢ Q K w z Q z 0
N
p pO� CY W 000 P W F-Q
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-D
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o
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w
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6 a�aait cn< n�00- ca0U)())0[r000cOco0IxocnWW
�
'�
V
N N r_ N N N N N N Cl) Cl) M Cl) M CO Cl) 7 V V V w;
a a a d d a CL M d CL CL CL CL 0.. CL C! CL CL Ct 0.. n. m fL J J
L
O. O. CO CO CO CO CO 00 M CO CO CO M m m M M Co M CO Co ED M Co M U U
tt= tt:
2
-ru 3 0 0 0 0 0 0 3 0 0 O C O, j O O j O C
O
C
C CC C Z Z LC Z Z C Z Z CY Z Z c Z c ;Q Z W Z C Z 02 c
'C
O O N N N N O N N N M O N O UI N O N N O CO
N N w w N N 2 O
4--
ca
O
0 N O N N U
m (U 6 U
U N N N N N N
w fn w w w co CC w K w CO w w w Of w U W U 0: W W co CC: W U
d
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r N M u) 0^ co O O N M V' «'1 O r °� O N N N N N N N N

e
NCDENR
��F WA7E:A
dL
O Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
lyV 0;1)= ZT- NF.t)1, ON
Project name LIGON MILL ROAD,
Contact name MARTY BIZZELL=
Phone number 919 -645- 2096
Date April 7,2609
Drainage area number 2 -
For Level Spreaders Receiving Flow From a BMP
Type of BMP N /A-
Drawdown flow from the BMP 0.00 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10- yrstorm
Peak flow from the 10 -yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10 -yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
Length of the level lip
Are level spreaders in series?
88,862.40 ft2
3.5,283.60 ft2
39.71 %
0.74
1.51 cfs
5.00 min
7.22 in/hr
10.90 cfs
N -(Y or N)
N -(Y or N)
N - (Y or N)
Y - -,_.- (Y or N) Please complete filter strip characterization below.
I/A
80.00_.
-ft
_
0.00
ft
30.00
ft
110.00,'
It
278.30
9 fmsl
272.30'
_
fmsl
5.45
%
N
(Y or N)
100.00 -sq ft
27 fvcfs
Y
(Y or N)
N
(Y or N)
-N-
or N)
1.52
cfs
Y
(Y or N)
50.00
ft
N
(Y or N)
OK
OK
OK
OK
Level spreader length OK.
Form SW401 -Level Spreader, Filter Strip, Restored Riparian Buffer -Rev.5 Parts I. and II. Design Summary, page 1 of 2

Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10 -yr storm
Channel lining material
N (Y or N)
N (Y or N) Redesign channel to enter stream at an angle.
0.00
ft
0.00 `
ft
0.00
ft
0.00
it
0.00
cfs
0
1 i
Y
- -- --- - - --- -i
1
M
M
l B i
Form SW401 -Level Spreader, Filler Strip, Restored Riparian Buffer -Rev.5 Parts I, and II. Design Summary, page 2 of 2

dot r
f fW'3�8'd'3 I�1-3i old ` -,__�r ✓1 f� ' f� f f �,
r
r
r
v j /
el
ENGINEER SCALE
Tcm BORING LOCATION ALEXAN AT LIGON MILL DRAFTSMAN PROJECT NO.�11 �'
DIAGRAM (SHT. #1) t �LLP CAVENESS FA REVISIONS
RMS AVE. °A� xa91'
_ SHEET
CA ROLMIAS FIGURE 2A
'E' WAKE FOREST, NC DA7E
T'RAMMELL CROW RESIDENTIAL 5T.+NoAA1>
2 -27 -07

In
��m �R=
V'
fPf� 1�
I I
I/
r`
J ! ��/ 1 �' i• ����i � � •'�-� -sue
%/ f� ! r.. aC .may _�. � \i— '�� "s'c�' •�` � \y ���'ii _�.., f
�� �� �_ � ' ,,lam, /,,�• � �'�� `• � .�' � � �� �.•�� �,� i ,� � � �. � �.
' •�.� /'sue /fit ��^..��ti. �` �:� / /��..� +-� \ �� \ �` ��
ENGINEER SCALE
Tcm 111=100,
BORING LOCATION ALEXAN AT LIGON MILL DRAFTSMAN PROJECT No,
DIAGRAM SHT. #2 CAVENESS FAR oAH 14917
( } LAP �� MS AVE. REVI�rol� SHEET
cp►RautvAS i FIGURE 28
TRAMMELL CROW RESIDENTIAL F �A � WAKE FOREST, NC DATE
2 -27 -07

BMP Sizing Calculations

BIORETENTION AREA SIZING BMP 1
Drainage Area 1.3 ac
% Impervious 34.2% %
Pond N.P. elev ft
Rain 1.5 in
Volume SCS Method
s= (1000 /CN) -10
RD= (P- 0.2s)2/(P +0.8s)
Volume
Depth
SA
1.61
0.50 in
2354.54618 cuft
12 in
2354.5 sf
1740 sf provided
Runoff Volume Simple Method
IA 34.23
Rv= 0.05 +0.009(IA) 0.36
V= 3630(Rp)(Rv)(A)= 2,535 cuft volume requred
Cistern Volume- 5434:08 euft
Remaining Volume- - 2899.36 Euft
Depth . 12 in
SA 2,534.65 sf
2,670.00 sf provided @ 265 ft btm
Exfiltration Rate /Drawdown (SL
Estimated Hydraulic Conductivity
Design Hydraulic Conductivity
Drawdown Time
average infiltration flow
irface Water)
0.033 in /min 0.2 ft/hour 2.0 in /hour
0.0165 in /min 0.1 ft/hour 1.0 in /hour
12.1 hour (total volume)
0.5 day
0.1 cfs
V Rainfall Draw Down Calculations
NOTES
CN,
98
0.13 ac
Building Area
CNz
80
0.855 ac
Pervious
CN3
98
0.265 ac
Pavement
CN4
80
0 ac
CN5
98
0.05 ac
Patio
CN5
80
0 ac
CND
98
0 ac
offsite imp
CN8
80
0 ac
offsite area
CN Average
86
1.30 ac
Volume SCS Method
s= (1000 /CN) -10
RD= (P- 0.2s)2/(P +0.8s)
Volume
Depth
SA
1.61
0.50 in
2354.54618 cuft
12 in
2354.5 sf
1740 sf provided
Runoff Volume Simple Method
IA 34.23
Rv= 0.05 +0.009(IA) 0.36
V= 3630(Rp)(Rv)(A)= 2,535 cuft volume requred
Cistern Volume- 5434:08 euft
Remaining Volume- - 2899.36 Euft
Depth . 12 in
SA 2,534.65 sf
2,670.00 sf provided @ 265 ft btm
Exfiltration Rate /Drawdown (SL
Estimated Hydraulic Conductivity
Design Hydraulic Conductivity
Drawdown Time
average infiltration flow
irface Water)
0.033 in /min 0.2 ft/hour 2.0 in /hour
0.0165 in /min 0.1 ft/hour 1.0 in /hour
12.1 hour (total volume)
0.5 day
0.1 cfs
V Rainfall Draw Down Calculations

Permit Number:
(to be provided by DWQ)
�jm OF W ATF9
�fi�T � •7 O� 09
NCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information,
I, PROJECT INFORMATION
56,628 ft2
Project name
Woodfield Creek
Contact name
Shayne Leathers
Phone number
919 - 678 -0035
Date
November 1, 2011
Drainage area number
BMP -1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
56,628 ft2
Impervious area
19,384 ft2
Percent impervious
34,2% %
Design rainfall depth
inch
Peak Flow Calculations
Is pre /post control of the 1 -yr, 24 -hr peak flow required?
y (Y or N)
1 -yr, 24 -hr runoff depth
3 in
1 -yr, 24 -hr intensity
0.52 in /hr
Pre - development 1 -yr, 24 -hr peak flow
18.590 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
1,630 ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
- 16.960 ft3 /sec
Storage Volume; Non -SA Waters
Minimum volume required
2,535.0 ft3
Volume provided
3,013.0 ft3
OK
Storage Volume; SA Waters
1.5" runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff
ft3
Post - development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
2,535.0 ft2
OK
Length:
71 ft
OK
Width:
38 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
12 hr
OK
Drawdown time, to 24 inches below surface
24 hr
OK
Drawdown time, total:
36 hr
In -situ soil:
Soil permeability
2.00 in /hr
OK
Planting media soil:
Soil permeability
2.00 in /hr
OK
Soil composition
% Sand (by volume)
85%
OK
% Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total:
100%
Phosphorus Index (P- Index) of media
30 (unitless)
OK
Form SW401- Bioretention -Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 1 of 2

Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees /shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
266.00 fmsl
n (Y or N)
y (Y or N) OK media depth
265 fmsl
4 inches OK
261.67 fmsl
3.33 ft
4 ft
y (Y or N)
8 OK
2 OK
1 ft
256,67 fmsl
fmsl
256.67 ft OK
n (Y or N)
fmsl
265 ft
0
y (Y or N) OK
Permit Number:
(to be provided by DWQ)
#VALUE!
y (Y or N) OK
50 ft t Lt tit
n (Y or N) Show how flow is evenly distributed.
y (Y or N) OK
y (Y or N) OK
y (Y or N) OK
y (Y or N) OK
4 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used. 9 p l� h� rr -t (�� L L✓u �C
n (Y or N) OK /
Are the slopes draining to the bioretention cell greater than 20 %? n (Y or N) OK
Is the drainage area permanently stabilized? y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an 7" in the shaded cell)
Gravel and grass
(8inches gravel followed by 3 -5 ft of grass)
Grassed swale
Forebay
Other
Form SW401- Bioretention -Rev.8
June 25, 2010
m
Parts I and II. Design Summary, Page 2 of 2

Permit No:
(to be assigned by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided
to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
G i Serl e -4:;,1, Plans (1" -50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P -Index between 10 and 30
erl'53, Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre- treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
i� 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
5y� �A - P- index,
5, A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
5 Cr I e A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
C 411 C_ 7. The supporting calculations (including underdrain calculations, if applicable),
C "1 LCD 8. A copy of the signed and notarized inspection and maintenance (I &M) agreement,
9. A copy of the deed restriction. a
Form SW401- Bioretention -Rev.7 Part III, Page 1 of 1

BIORETENTION AREA SIZING
BMP 2
Drainage Area 1.86 ac
% Impervious 51.2% %
Pond N.P. elev ft
Rain 1.5 in
NOTES
CN, 98 0.2 ac Building Area
CN2
80
0.908 ac
Pervious
CN3
98
0.68 ac
Pavement
CN4
80
0 ac
CN5
98
0.072 ac
Patio
CN6
80
0 ac
CND
98
0 ac
offsite imp
CN6
80
0 ac
offsite area
CN Average
89
1.86 ac
Volume SCS Method
s= (1000 /CN) -10
RD= (P- 0.2s)2/(P +0.8s)
Volume
Depth
SA
1.21
0.64 in
4331.86872 tuft
12 in
4331.9 sf
1740 sf provided
Runoff Volume Simple Method
IA 51.18
Rv= 0.05 +0.009(IA) 0.51
V= 3630(R@(Rv)(A)= 5,172^ cuft volume requred
C intern Volume- 5-434_00 GJJ#
- 262.34 cu#t
Depth 12 in
SA 5,171.66 sf
5,351.00 sf provided @ 49A:5 ft btm
Exfiltration Rate /Drawdown (St
Estimated Hydraulic Conductivity
Design Hydraulic Conductivity
Drawdown Time
average infiltration flow
irface Water)
0.033 in /min 0.2 ft/hour 2.0 in /hour
0.0165 in /min 0.1 ft/hour 1.0 in /hour
12.1 hour (total volume)
0.5 day
0.1 cfs
V Rainfall Draw Down Calculations

Permit Number:
(to be provided by DWQ)
AWROA O
O� WATF9
NCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted,
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT: INFORMATION
Project name Woodfield Creek
Contact name Shayne Leathers
Phone number 919 - 678 -0035
Date November 1, 2011
Drainage area number BMP -2
I1. DESIGN INFORMATION
Site Characteristics
Drainage area
81,021 ft2
OK
Impervious area
41,469 ft2
Percent impervious
51.2% %
OK
Design rainfall depth
inch
Peak Flow Calculations
85%
OK
Is pre /post control of the 1 -yr, 24 -hr peak flow required?
y (Y or N)
OK
1 -yr, 24 -hr runoff depth
3 in
OK
1 -yr, 24 -hr intensity
0.52 in /hr
Pre - development 1 -yr, 24 -hr peak flow
18.590 ft3 /sec
OK
Post - development 1 -yr, 24 -hr peak flow
0.150 ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
- 18.440 ft3 /sec
Parts I and 11. Design Summary, Page 1 of 2
Storage Volume: Non -SA Waters
Minimum volume required
5,172.0 ft3
Volume provided
5,839.0 ft3
OK
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff
ft3
Post - development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
5,351.0 ft2
OK
Length:
114 ft
OK
Width:
52 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
12 hr
OK
Drawdown time, to 24 inches below surface
24 hr
OK
Drawdown time, total:
36 hr
In -situ soil:
Soil permeability
2,00 in /hr
OK
Planting media soil:
Soil permeability
2.00 in /hr
OK
Soil composition
% Sand (by volume)
85%
OK
% Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total: 100%
Phosphorus Index (P- Index) of media
30 (unitless)
OK
Form SW401- Bioretention -Rev.8
June 25, 2010
Parts I and 11. Design Summary, Page 1 of 2

Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions);
Is this a grassed cell?
Is this a cell with trees /shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12,3,6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Permit Number:
(to be provided by DWQ)
265.00 fmsl
n (Y or N)
y (Y or N) OK media depth
264 fmsl
4 inches OK
260.67 fmsl
3.33 ft
4 ft
y (Y or N)
8 OK
2 OK
1 ft
255,67 fmsl
253.5 fmsl
2.17 ft OK
n (Y or N)
fmsl
264 ft
2
3
2 OK
y (Y or N) OK
y (Y or N) OK
50 ft
n (Y or N) Show how flow is evenly distributed. i f Wk t'V ( t
y (Y or N) OK
y (Y or N) OK
y (Y or N) OK
y (Y or N) OK
4 ft/sec
Insufficient inlet velocity unless energy dissipating devices are
being used. 1 C L­ 41 �g
n (Y or N) OK
Are the slopes draining to the bioretention cell greater than 20 %? n (Y or N) OK
Is the drainage area permanently stabilized? y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(811nches gravel followed by 3 -5 ft of grass)
Grassed Swale
Forebay
Other
Form SW401- Bioretention -Rev.8
June 25, 2010
OK
Parts I and 11, Design Summary, Page 2 of 2

Permit No:
(to be assigned by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided
to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
G/ Seri e 1>1, Plans (1" - 50' or larger) of the entire site showing,
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement,
Ly G L(s ei Y, 2 Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P -Index between 10 and 30
J X53. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre- treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
$� w_ flit G 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information, All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
�A - P- index,
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
5 (r I A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
ei a C 7. The supporting calculations (including underdrain calculations, if applicable).
8. A copy of the signed and notarized inspection and maintenance (I &M) agreement,
9. A copy of the deed restriction. f )
Form SW401- Bioretention -Rev.7 Part III, Page 1 of 1

NCDENR Stormwater BMP Manual Chapter Revised 06 -16 -09
Ape,,,, -, ° °i = Surface area at permanent pool level, including forebay
(ft2)
Ab°tp°„ d = Surface area at the bottom of the pond (W) (excludes the
sediment cleanout depth)
Depth = Distance between the bottom of the shelf and the pond
bottom (ft) (excludes the sediment cleanout depth)
Example:
• Surface area at permanent pool: 10,000 W, including forebay
• Surface area at bottom of shelf: 8,000 W, including forebay
• Surface area at bottom of pond: 2,000 ft2
• Depth: 4.5 ft
Average Depth, day, =.25 x (1 + (8000/10,000)) + ((8000 + 2000)/2) x
4.5) / 8000 = 3.26 ft
Therefore use 3.0 to enter the SA /DA table. (To avoid niultiple
interpolations, please round the average depth down to the nearest 0.5'.)
Table 10 -1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedtttortt Re 'ons, Adapted from Driscoll, 1986
Percent
Impervious
Cover
3.0
4.0
Permanent Pool Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
.34
1.08
0.97
0.83
0.70
0.64
0.62
4b%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2. 6
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67
Table 10 -2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiencv in the Coastal Region, Adapted from Driscoll, 1986
Percent
Impervious
Cover
3.0
3.5
4.0
Permanent Pool Average Depth (ft)
4.5 5.0 5.5 6.0
6.5
7.0
7.5'
10%
0.9
0.8
0.7
0.6
0.5
0
0
0
0
0
20%
1.7
1.3
1.2
1.1
1.0
0.9
0.8
0.7-
0.6
0.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
0.9
40%
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50%
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
6.0
5.2
4.5
4.1
3.7
3.3
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
2.3
100%
8.2
7.4
6.8
6.2
5.6
5.0
4.4
3.8
3.2
2.6
Wet Detention Basin 10 -14 July 2007

1jt Ap
NCDENR Stormwater IMP Manual Chapter Revised 06 -16 -09
Table 10 -3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll, 1986
Percent
Impervious
Cover
3.0
3.5
4.0
Permanent Pool Average Depth (ft)
4.5 5.0 5.5 6.0 6.5 7.0
7.5
8.0
8.5
9.0
10%
0.9
0.8
0.8
0.7
0.6
0.6
0.5
0.5
0.5
0.5
0.4
0.4
0.4
20%
1.5
1.3
1.1
1.0
1.0
0.9
0.9
0.9
0.8
0.8
0.8
0.7
0.7
30%
1.9
1.8
1.7
1.5
1.4
1.4
1.3
1.1
1.0
1.0
1.0
0.9
0.9
40%
2.5
2.3
2.0
1.9
1.8
1.7
1.6
1.6
1.5
1.4
1.3
1.2
1.1
50%
3.0
2.8
2.5
2.3
2.0
1.9
1.9
1.8
1.7
1.6
1.6
1.5
1.5
--60-%-
3. 1
3.2
2.8
2.7
2.5
2.4
2.2
2.1
1.9
1.9
1.8
1.8
1.7
70 %
�
J
3.7
3.3
3.1
2.8
2.7
2.5
2.4
2.2
2.1
2.0
2.0
1.9
80%
4.5
4.1
3.8
3.5
3.3
3.0
2.8
2.7
2.6
2.4
2.3
2.1
2.0
90%
5.0
4.5
4.0
3.8
3.5
3.3
3.0
2.9
2.8
2.7
2.6
2.5
2.4
Table 10 -4
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Aclnheve 90 Percent TSS
Pollutant Removal Efficiency in the Coastal Region, Adapted from Driscoll, 1986
Percent
Impervious
Cover
3.0
3.5
4.0
Permanent Pool Average Depth (ft)
4.5 5.0 5.5 6.0
6.5
7.0
7.5'
10%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
0.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
0.8
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100%
12
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6
The engineering design of a wet detention basin must include a 10- foot -wide (minimum)
vegetated shelf around the full perimeter of the basin. The inside edge of the shelf shall
be no deeper than 6" below the permanent pool level, and the outside edge shall be 6"
above the permanent pool level. For a 10' wide shelf, the resulting slope is 10:1. With
half the required shelf below the water (maximum depth of 6 inches), and half the
required shelf above the water, the vegetated shelf will provide a location for a diverse
population of emergent wetland vegetation that enhances biological pollutant removal,
provides a habitat for wildlife, protects the shoreline from erosion, and improves
sediment trap efficiency. A 10' wide shelf also provides a safety feature prior to the
deeper permanent pool.
Short - circuiting of the stormwater must be prevented. The most direct way of
minimizing short - circuiting is to maximize the length of the flow path between the inlet
and the outlet: basins with long and narrow shapes can maximize the length of the flow
path. Long and narrow but irregularly shaped wet detention basins may appear more
Wet Detention Basin 10 -15 July 2007

-or, 9�
MINIMUM NORMAL POOL CALCULATIONS
Total Area 10.52 ac Onsite area 8.48 ac
Offsite area 2.04 ac (Ligon Mill Road)
Impervous Areas
Building 1.55 ac
roads - parking 2.06 ac includes off site area to level spreader for road at 0.81 ac
sidewalk -patio 0.43 ac current patio
total 4.04 ac
% impervious 38.4%
1" Rainfall Draw Down Calculation
Drainage Area 10.52 ac
% Impervious 38.4 %
Pond N.P. elev ft
Rain 1 in
CN,
98
CN2
98
CN3
98
C N4
84
CN5
0
CN Average
89
Volume
IA=
Rv= 0.05 +0.009(IA) =
V= 3630(Rp)(Rv)(A)=
Draw Down
Depth Provided
Cid
9
Dia.
Ho
Ho /3
Q =CdA sq(2gH)
Draw Down Time
1.55
2.06
0.43
6.48
0
10.52
38.40
0.396
15108
ac
3c
3c
3c
K
3c
'uft
SA/DA= 1.67 % per table 10 -3 NC State BMP
Manual -3ft Pond Depth
Min. SA= 0.176 ac
min. required 7653 sqft 0.18 acre
provided 8440 sqft 0.19 acre
2.0 ft
0.6
32.2 ft/s
2 in
1.917 ft Driving Head
0.64 ft
0.084 cfs
2.1 day
Minimum Normal Pool Surface Area V Rainfall Draw Down Calculations

Permit No.
(to be provided by DWQ)
OF W A T�,9
.r.. V
O� QG
NCDENR
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
L PROJECT, NFORMATION
Project name
Woodfield Creek Apartments
Contact person
Shayne Leathers
Phone number
919 - 678 -0035
Date
10/29/2011
Drainage area number
BMP -3
II.' DESIGN INFORMATION
'
Site Characteristics
Drainage area
458,251 ftz
Impervious area, post - development
175,982 fe
% impervious
38.40 %
Design rainfall depth
1.0 in
Storage Volume: Non•SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: I -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm, pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
15,110 ft3 OK
15,300 ft3 OK, volume provided is equal to or in excess of volume required,
ft3
ft3
ft3
,A
ft3
3.0 in
0.36 (unitless)
0.75 (unitiess)
0.52 in /hr OK
18.59 ft3
/sec
1.11 f0/sec
-17.48 ft3 /sec
283.00 fmsl
277.50 fmsl
263.00 fmsl
278.00 fmsl
277.00 fmsl
272,00 fmsl
271,00 fmsl
1.00 ft
(Y or N)
283.0 fmsl OK
Form SW401 -Wet Detention Basin- Rev.8- 9/17/09 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Surface Areas
Area, temporary pool
19,367 ft'
Area REQUIRED, permanent pool
7,653 ftZ
Vegetated shelf slope
SA/DA ratio
1.67 (unitless)
OK
Area PROVIDED, permanent pool, Aperm
8,439 ftZ.
OK
-pool
Area, bottom of 10ft vegetated shelf, Abot shelf
5,985 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abotyond
3,332 ft'
Length to width ratio
Volumes
3.0 :1
OK
Volume, temporary pool
15,300 ft3
OK
Volume, permanent pool, Vperm -pool
27,772 ft'
Volume, forebay (sum of forebays if more than one forebay)
5,550 113
Vegetated filter provided?
Forebay % of permanent pool volume
20,0% %
OK
SA/DA Table Data
y
(Y or N)
Design TSS removal
85 %
y
Coastal SA/DA Table Used?
n (Y or N)
Drain mechanism for maintenance or emergencies is:
Mountain /Piedmont SA/DA Table Used?
y (Y or N)
SA/DA ratio
1.67 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10 -2b)
(Y or N)
Volume, permanent pool, Vpermpooi
27,772 ft3
Area provided, permanent pool, Aperm-pool
8,439 ftZ
Average depth calculated
3.29 ft
OK
Average depth used in SA/DA, de,„ (Round to nearest 0,5ft)
3.5 ft
OK
Calculation option 2 used? (See Figure 10 -2b)
(Y or N)
Area provided, permanent pool, Aperm poo
8,439 ft'
Area, bottom of 1Oft vegetated shelf, Abot shelf
5,985 ft`
Area, sediment cleanout, top elevation (bottom of pond), Abot pond
3,332 ftZ
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
5.00 ft
Average depth calculated
it
Average depth used in SA/DA, de„ (Round to nearest 0.5ft)
ft
Drawdown Calculations
Drawdown through orifice?
y (Y or N)
Diameter of orifice (if circular)
2.00 in
Area of orifice (if- non - circular)
in
Coefficient of discharge (CD)
0.60 (unitless)
Driving head (Ho)
1.90 It
Drawdown through weir?
n (Y or N)
Weir type
(unitless)
Coefficient of discharge (Q
( unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
18.59 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
ft3 /sec
Storage volume discharge rate (through discharge orifice or weir)
0.08 ft3 /sec
Storage volume drawdown time
2.00 days
OK, draws down in 2 -5 days,
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
3.0 :1
OK
Trash rack for overflow & orifice?
y
(Y or N)
OK
Freeboard provided
y ft
OK
Vegetated filter provided?
y
(Y or N)
OK
Recorded drainage easement provided?
y
(Y or N)
OK
Capures all runoff at ultimate build -out?
y
(Y or N)
OK
Drain mechanism for maintenance or emergencies is:
drain valve
Form SW401 -Wet Detention Basin- Rev.8- 9/17/09 Parts I. & II. Design Summary, Page 2 of 2

Permit N
UL', REQUIRED ITEMS CHECKLIST '
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Form SW401 -Wet Detention Basin- Rev.8- 9/17/09 Part III. Required Items Checklist, Page 1 of 1
Page/ Plan
Initials
Sheet No.
S�, L—
-e5
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
C 4 5 le r I e-S
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross - section,
- Vegetation specification for planting shelf, and
- Filter strip.
5
C cFI'
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
5� L
0; ep -i-I!5
4, If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
S L
C- `t 5 e3
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
�tS f ,I s 5
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
2 ee s "
entire drainage area is stabilized.
L
C 0 C
7. The supporting calculations.
5 5
C al L
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
9. A copy of the deed restrictions (if required). 4 e-
�—
r-4 tC- 5
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Wet Detention Basin- Rev.8- 9/17/09 Part III. Required Items Checklist, Page 1 of 1

MINIMUM NORMAL POOL CALCULATIONS
Total Area 5.37 ac
Impervous Areas
98
1.08
CN2
Building
1.08 ac
includes future buildout of Food Lion and current retail
roads - parking
2.24 ac
includes future outparcel imerpervious at 70% of area and pond area.
sidewalk -patio
0.35 ac
current patio
0
total
3.67 ac
94
5.37
% impervious
68.3 %
SA/DA=
3.915 % per table 10 -3 NC State BMP
1" Rainfall Draw Down Calculation
Manual -3ft Pond Depth
Min. SA=
0.210 ac
Drainage Area
5.37 ac
min. required
9158 sqft 0.21 acre
% Impervious
68.3 %
provided
9350 sqft 0.21 acre
Pond N.P. elev
ft
Rain
1 in
CN,
98
1.08
CN2
98
2.24
CN3
98
0.35
CN4
84
1.7
CN5
0
0
CN Average
94
5.37
Volume
IA=
Rv= 0.05 +0.009(IA) =
V= 3630(Ro)(Rv)(A)=
Draw Down
Depth Provided
Cd
9
Dia.
Ho
Ho /3
Q =CdA sq(2gH)
Draw Down Time
68.34
0.665
12965
2.0
0.6
32.2
K
3c
3c
do
ac
ac
'uft
2 in
1.917 ft Driving Head
0.64 ft
0.084 cfs
1.8 day
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations

Permit No.
(to be provided by DWQ)
of wATF9
NCDENR c
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
WoodField Creek Apartments
Contact person
Shayne Leathers
Phone number
919- 678 -0035
Date
10/29/2011
Drainage area number
BMP4
II, DESIGN INFORMATION
Site Characteristics
Drainage area
233,917 ft2
Impervious area, post - development
159,865 ftz
% Impervious
68.34 %
Design rainfall depth
1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr, 24-hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm, pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
12,965 ft3 OK
13,120 ft3 OK, volume provided is equal to or in excess of volume required,
to
ft3
ft3
ft3
ft3
y (Y or N)
3.0 In
0.36 (unitless)
0.88 (unitless)
0.52 in/hr OK
18.59 ft3 /sec
ft3 /sec
ft3 /sec
272.00 fmsl
267.00 fmsl
260.00 fmsl
267.50 fmsl
266.50 fmsl Data not needed for calculation option #1, but OK if provided.
262.50 fmsl
261.50 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 it
(Y or N)
272.0 fmsl OK
Form SW401 -Wet Detention Basin- Rev.8- 9/17/09 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
II: <DESIGN INFORMATION,:.
.. :
Surface Areas
13,120 ft3 OK
Area, temporary pool
19,777 fe
Area REQUIRED, permanent pool
9,158 fC
SA/DA ratio
3,92 (unitless)
Area PROVIDED, permanent pool, Apermyool
9,350'h' OK
Area, bottom of 1Oft vegetated shelf, Abol MO
7,077 fe
Area, sediment cleanout, top elevation (bottom of pond). Abot-pond
5,547 ft`
Volumes
4.00 It
Volume, temporary pool
13,120 ft3 OK
Volume, permanent pool, Vpermpool
28,470 ft3
Volume, forebay (sum of forebays if more than one forebay)
5,690 ft3
Forebay % of permanent pool volume
20.0% % OK
SAIDA Table Data
2Y in
Design TSS removal
85 %
Coastal SA/DA Table Used?
n (Y or N)
Mountain /Piedmont SA/DA Table Used?
y (Y or N)
SA/DA ratio
3.92 (unitless)
Average depth (used in SA/DA table):
(unitless)
Calculation option 1 used? (See Figure 10 -2b)
y (Y or N)
Volume, permanent pool, VPermyool
28,470 ft3
Area provided, permanent pool, Apermyoo
9,350 ft'
Average depth calculated
3.04 It OK
Average depth used in SA/DA, de,,, (Round to nearest 0.5ft)
3.0 ft OK
Calculation option 2 used? (See Figure 10 -2b)
(Y or N)
Area provided, permanent pool, Aperm -pool
9,350 ,ft'
Area, bottom of 1 Oft vegetated shelf, Abol shell
7,077 fe
Area, sediment cleanout, top elevation (bottom of pond), Abot,pond 5,547 ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
4.00 It
Average depth calculated
It
Average depth used in SAIDA, d,„ (Round to nearest 0.5ft)
ft
Drawdown Calculations
10 :1
Drawdown through orifice?
y (Y or N)
Diameter of orifice (if circular)
2Y in
Area of orifice (if- non - circular)
in
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
1.90 ft
Drawdown through weir?
(Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
It
Pre - development 1 -yr, 24 -hr peak flow
18.59 ft?/sec
Post - development 1 -yr, 24 -hr peak flow
ft3 /sec
Storage volume discharge rate (through discharge orifice orweir)
0.08 ft3 /sec
Storage volume drawdown time
2.00 days OK, draws down in 2 -5 days.
Additional information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
3.0 :1
OK
Trash rack for overflow & orifice?
y (Y or N)
OK
Freeboard provided
Vegetated filter provided?
y It
n (Y or N)
OK
Insufficient. Vegetated filter required. 9 %7 T5 ®t'`t, � 1 Q 126-k
Recorded drainage easement provided?
y (Y or N)
OK
Capures all runoff at ultimate build -out?
y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
valve
Form SW401 -Wet Detention Basin- Rev.8- 9/17/09 Parts I. & II. Design Summary, Page 2 of 2

Permit N
III: REQUIRED ITEMS CHECKLIST
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Form SW401 -Wet Detention Basin- Rev,8- 9/17/09 Part III. Required Items Checklist, Page 1 of 1
Page/ Plan
Initials
Sheet No.
52
`l S e
1, Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement,
S
C 4 r 1
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
- Basin cross - section,
- Vegetation specification for planting shelf, and
- Filter strip,
5 '�
C LI 6, cf 1
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
a
C 5 e,_1 `_'`a
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
e `f er I 1� S
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
C-
C 'IS V1 C `)
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
d' = of i �._-
entire drainage area is stabilized,
C 0 5
7. The supporting calculations.
5
C �t��
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
C-
r
9. A copy of the deed restrictions (if required),1'
e If f 5 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Wet Detention Basin- Rev,8- 9/17/09 Part III. Required Items Checklist, Page 1 of 1

If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS -VFS
Peak flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
LS -VFS Design
Wet detention pond
0.06 cfs
1.18 cfs
10 cfs
1.18 cfs
or
Forebay surface area
�pf WA7FR4
NCDENR
Depth of forebay at stormwater entry point
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Depth of forebay at stormwater exit point
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
I. PROJECT, INFORMATION
fycfs
Project name
Woodfield Creek
Contact name
Shayne Leathers
Phone number
919 - 678 -0035
Date
October 1, 2011
Drainage area number
BMP -3
III., DESIGN INFORMATION
fmsl
The purpose of the LS -VFS
Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
fe Do not complete this section of the form.
Impervious surface area
It, Do not complete this section of the form.
Percent Impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 in/hr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
in/hr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form,
Design storm
Maximum amount of flow directed to the LS -VFS cfs Do not complete this section of the form,
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS -VFS
Peak flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
LS -VFS Design
Wet detention pond
0.06 cfs
1.18 cfs
10 cfs
1.18 cfs
or
Forebay surface area
sq ft
Depth of forebay at stormwater entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
fycfs
Computed minimum length of the level lip needed
12
ft
Length of level lip provided
38
It
Width of VFS
30
ft
Elevation at downslope base of level lip
269.30
fmsl
Elevation at the end of the VFS that is farthest from the LS
269.00
fmsl
Form SW401 - LS -VFS - 27Jul2011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10 -year storm)
freeboard (during the 10- yearstorm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
1.00 %
n (Y or N) OK
n (Y or N)
y (Y or N)
y (Y or N) Please provide plan details of flow splitter & supporting calcs,
0.00 ft
0.00 ft
ft
It
ft
ft/sec
mcK one:
W
(Y or N)
(Y or N)
tyf Ira g,
+ n
III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found, An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has.not been
met, attach justification.
Requried Item:
1, Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
tials Page or plan sheet number and any notes:
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 2 of 3

3, Section view of the level spreader (1" = 20' or larger) showing;
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4, Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area Is stabilized,
6. if a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7, The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
C_ '�i r r r t o +;?
Cr-1 '; .C, r f , r;...,
Form SW401 - LS -VFS - 27Ju12011 - Rev,9 page 3 of 3

OPERATI ®N AND MAINTENANCE MANUAL

Permit Number:
(to be provided by Dii'Q)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP, This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will betaken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problems:
How I will remediate the problem:
The entire BMP
Trash /debris is present.
Remove the trash /debris.
The perimeter of the
Areas of bare soil and /or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or Swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
a Ecable ).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable),
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW4 0 1 -Bioretention O &M -Rev.3 Page 1 of 4

BMP element:
Potential problems:
How I will remediate the problem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and /or
flow to the pretreatment area,
flies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred,
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices,
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc, Remedy the problem and
replace plants. Provide a one -time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes /wires are present
Remove tree stake /wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
soils and mulch
Mulch is breaking down or
has floated away.
Spot mulch if there are only random
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and /or mulch are
clogged with sediment.
Determine the extent of the clogging
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil hi an
appropriate off -site location, Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media,
Form SW401- Bloretentioii O&M-Rev.3 Page 2 of 4

BMP element:
Potential problems:
How I will remediate the problem:
The underdrain system
if applicable)
Clogging has occurred.
Wash out the underdrain system.
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919 -
outlet.
733 -1786.
Form SW401- Bioretention O &M -Rev.3 Page 3 of 4

Permit Number:
(to be provided by DLVQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Woodfield Creek Apartments
BMP drainage area number:BMP -112
Print name:Blair Booth - Symphony Properties, LLC
Title:_ Cc-�
Address: 103 Torrey Pines Drive Cary, NC 27513
MMWIWr�
Signature: P -
Date:—
Note: The legally responsible party should not boa homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
d } VOJI li4 , County of tai 2 ��, , do hereby certify that
8 j Q i r B a AL personally appeared before me this 4 44,
day of Not! o, bt,- , a , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
`�• • gov'RY ••�S
s pllBl -IC = Cr:
s, ••• ......
ne•s•�y
'%kF COUN,.a��`��•
SEAL.
My commission expires 1 -. J 1- 2-0 1
Form SW401- Bioretention I &M -Rev. 2 Page 4 of 4

Permit Number:
(to be provided by DiVQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location, Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County), Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problem-
How I will remediate the problem,
The entire BMP
Trash /debris is present.
Remove the trash /debris.
The perimeter of the wet
Areas of bare soil and /or
Regrade the soil if necessary to
detention basin
erosive gullies have formed,
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches,
Form SW40 t -Wet Detention Basin O &M -Rev,4 Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potential problem:
How I will remediate the roblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
Swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to
Swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
MR not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand, if pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessar .
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50 % of
with pesticide (do not spray).
the basin surface.
Form SW401 -Wet Detention Basin O &M -Rev.4 Page 2 of 4

Permit Number:
(to be provided by DTVQ)
Drainage Area Number,
BMP element:
Potential roblem:
How I will remediate the problem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment,
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site,
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919 -733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 267
Sed meat Removal 262.5 Pe manen Pool
----------- - - - - -- Volume Sediment Removal Elevation 262.5 Volume
BottomElevatior 261,5 -ft Min. ----------------------------------------------- _
Sediment Bottom Elevation 261.5 1 -ft n
Storage Sedinier
Storage
FOREBAY MAIN POND
Form SW401 -Wet Detention Basin O &M -Rev,4 Page 3 of 4

Permit Number:
(to be provided b ), DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible patty.
Project name: Woodf eld Creek
BMP drainage area number :BMP -4
Print name:Blair Booth - Symphony Properties, LLC
Title: A_u 4:
Address: 103 Torrey Pines Drive, Cary, NC 27513
Phone: 919 3q 9 -
Signature: EL 1 %7 —
Date: /(/ __I 11
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, 1 , . �� , a Notary Public for the State of
A16 r +b � 4 v o t j n A , County of Lj a 1{r , do hereby certify that
personally a
�1�ir 60,04 p Y pp eared before me this
day of N8 0 t_m be it s C 11 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
A �C
?� {VOTARY •'� ��
PUBLIC
SEAL
My commission expires 1 91- x.0146
Form SW401 -Wet Detention Basin O &M -Rev.4
Page 4 of 4

Permit Number:
(to be provided by DJVQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— Immediately after the filter ship is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
— Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
— Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
-- Two to three times a year, grass filter ships will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
Once a year, the soil will be aerated if necessary.
-- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request,
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire filter strip
Trash/ debris is present.
Remove the trash /debris,
system
The flow spIitter device
The flow sputter device is
Unclog the conveyance and dispose
(if applicable)
clogged.
of an sediment off -site.
The flow spIitter device is
Make any necessary repairs or
damaged.
replace if damage is too large for
repair.
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev, 3 Page 1 of 3

BMP element:
Potential problem:
How l will remediate the problem:
The Swale and the level
The swale is clogged with
Remove the sediment and dispose
lip
sediment.
of it off -site.
The level Iip is cracked,
Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the
Regrade the soil to create a berm
end of the level spreader that
that is higher than the level lip, and
shows stormwater has
then plant a ground cover and
bypassed it,
water until it is established. Provide
lime and a one -time fertilizer
application.
Trees or shrubs have begun
Remove them.
to grow on the swale or just
downslo e of the level lip,
The bypass channel
Areas of bare soil and /or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is
Study the site to see if a larger
damaged or ripap is rolling
bypass channel is needed (enlarge if
downhill.
necessary). After this, reestablish
the erosion control material,
The filter strip
Grass is too short or too long
Maintain grass at a height of
if applicable).
a roximatel three to six inches.
Areas of bare soil and /or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established, Provide lime and a
one -time fertilizer application.
Sediment is building up on
Remove the sediment and
the filter strip.
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated.
Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application.
Nuisance vegetation is
Remove vegetation by hand if
choking out desirable species.
possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality local Regional Office, or the
outlet.
401 Oversight Unit at 919 - 733 -1786,
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev.3 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project naine:Wooditeld Creek
BMP drainage area number
Print name:Blair Both-SymphoLiy Properties, LLC
Title: �14 CC& Z-
Address:103 Torrey Pines Drive, Cary, NC 27513
Date: l
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, t� a a �c e.. , a Notary Public for the State of
A(6 rt-h Cd va J County of to 1 a Ii , do hereby certify that
8 J 13,00+h personally appeared before me this
day of Wa U G pj he e 1 , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements,
Witness my hand and official seal,
001 ��2p, C E(i4•,
PUBi-1G r �;
�P)�I��•+���• /1Ni /• /�'� ?,111
SEAL
My commission expires I ° 31-- 2L y 15-
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3

Permit Number:
(to be provided by Dli'Q)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ❑ does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/ debris is present.
Remove the trash /debris.
The perimeter of the wet
Areas of bare soil and /or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
lon
approximately six inches,
Form SW40I -Wet Detention Basin O &M -Rev.4 Page 1 of 5

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potential problem:
How I will remediate the problem-
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
Swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying,
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc, Remedy the problem and
replace plants. Provide a one -time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area,
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401 -Wet Detention Basin O &M -RevA Page 2 of 5

Permit Number:
(to be provided by DIVQ)
Drainage Area Number:
BMP element:
Potential problem:
How I will remediate the problem:
The embankment
Shrubs have started to' grow
Remove shrubs immediately,
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers,
A tree has started to grow on
Consult a darn safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919 -733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads _&3 feet in the main pond, the sediment
shall be removed,
When the permanent pool depth reads JL3 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom Elevation
BASIN DIAGRAM
ill in the blanks)
-------- 1 rmane
nt
Volume
_ -ft Min.
Sediment
Storage
FOREBAY
Permanent Pool Elevation 277.51272
of
e d iinerritlRem6V5rErevatii6i 2721269--------- Vo-lirtf)
MAIN PONI]
Form SW40I -Wet Detention Basin O &M -Rev.4 Page 3 of 5
Sediment
Storage

Permit Number:
(to be provided by DJVQ)
Drainage Area Number:
Form SW401 -Wet Detention Basin O &M -Rev,4 Page 4 of 5

Permit Number:
(to be provided by DIVQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project nanze:Woodfield Creek
BMP drainage area number :BMP -3
Print name:Blair Booth- Symphony Properties, LLC
Title: M&&6Ee&
Address :103 Torrey Pines Drivc, Cary, NC 27513
Phone: q) 9 - �•— r
Signature: _
Date: if
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, LJ'a V� 2 a. C . 1-1 U-1 y , a Notary Public for the State of
r+ h C_ a r n! , County of t-j g 1Ke- , do hereby certify that
1_atr _f3a ®�h personally appeared before me this LI �h
day of N® Lj e- on b Lr- U ! � , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
'A01PON
pU�� -IC : V
Ili i1ru
My commission expires 1- 31— 20 1 5
Form SW401 -Wet Detention Basin O &M- Rev.4 Page 5 of 5

BMP Design Post Development Calculations
Hydrograph Model
Inflow and BMP Outflow Hydrographs

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Hydrograph Plot
Hydreflow Hydrographs by Intelisolve
Tuesday, Nov 1 2011, 10;59 AM
Hyd. No. 3
BMP 1 POST DEVELOPMENT
Hydrograph type
= Rational
Peak discharge
= 4.72 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 1.300 ac
Runoff coeff.
= 0.78
Intensity
= 4.651 in/hr
Tc by TR55
= 10.00 min
IDF Curve
= Raleigh- Durham.lDF
Asc /Rec limb fact
= 212
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 5
Hyd Flo. 3
Hydrograph Volume = 5,659 tuft
BMP 1 POST DEVELOPMENT
Hyd. No. 3 -- 2 Yr
10 15 20 25 30 35
Q (cfs)
5.00
4.00
MIX
2.00
1.00
0.00
40
Time (min)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Hyd. No. 3
BMP 1 POST DEVELOPMENT
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 1.300 ac
Intensity
= 6.029 in/hr
IDF Curve
= Raleigh- Durham.IDF
Q (cfs)
1.ao
6.00
5.00
4.00
3.00
2.00
1.00
0,00
0
Tuesday, Nov 12011, 10;50 AM
Peak discharge = 6.11'cfs
Time interval = 1 min
Runoff coeff. = 0.78
Tc by TR55 = 10.00 min
Asc /Rec limb fact = 212
Hydrograph Volume = 7,336 cuR
BMP 1 POST DEVELOPMENT
Hyd. No. 3 -- 10 Yr
5 10 15 20 25 30 35
Hyd No. 3
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
40
Time (min)

Hydrograph Plot
Hydrafiow Hydrographs by Intelisolve
Hyd. No. 3
BMP 1 POST DEVELOPMENT
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 1.300 ac
Intensity
= 6.896 in/hr
IDF Curve
= Raleigh- Durham.IDF
Q (cfs)
7.0a
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0
Tuesday, Nov 12011, 10:50 AM
Peak discharge = 6.99 cfs
Time interval = 1 min
Runoff coeff. = 0.78
Tc by TR55 = 10.00 min
Asc /Rec limb fact = 212
Hydrograph Volume = 8,392 cult
BMP 1 POST DEVELOPMENT
Hyd. No. 3 -- 25 Yr
5 10 15 20 25 30 35
Hyd No. 3
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
40
Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs by Intellsolve
Hyd. No. 3
BMP 1 POST DEVELOPMENT
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.130
0.011
0.011
Flow length (ft)
= 290.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope ( %)
= 10.30
0.00
0.00
Travel Time (min)
= 10.02
+ 0.00 +
0.00
= 10.02
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope ( %)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft /s)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00
+ 0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (sgft)
= 1.23
0.00
0.00
Wetted perimeter (ft)
= 3.93
0.00
0.00
Channel slope ( %)
= 3.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
= 7.90
0.00
0.00
Flow length (ft)
= 199.0
0.0
0.0
Travel Time (min)
= 0.42
+ 0.00 +
0.00 =
0.42
TotalTravel Time, Tc ............................................... ............................... 10.44 min

Hydrograph Plot
Hydrafiow Hydrographs by lntelisolve
Hyd. No. 4
Time interval
BMP 1 PIPE ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 3
Reservoir name
= BMP1 PIPE STORAGE
Storage Indication method used.
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
BMP 1 PIPE ROUTING
Hyd. No. 4 -- 2 Yr
Tuesday, Nov 1 2011, 10:50 AM
Peak discharge
= 3.50 cfs
Time interval
= 1 min
Max. Elevation
= 270.15 ft
Max. Storage
= 1,212 cuft
Hydrograph Volume = 5,658 tuft
5 10
15 20 25
30
35 40
Hyd No. 4
Hyd No. 3 H I I LI
1 111 Req.
Stor = 1,212 tuft
45
Q (Cfs)
5.00
4.00
400
2,00
1.00
0.00
50
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 10:50 AM
Hyd. No. 4
BMP 1 PIPE ROUTING
Hydrograph type = Reservoir Peak discharge = 4.29 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd, No. = 3 Max. Elevation = 271.16 ft
Reservoir name = BMP1 PIPE STORAGE Max. Storage = 1,813 tuft
Storage Indication method used.
Q (cfs)
7.00
. W
5.00
4.00
3.00
2.00
Will
Hydrograph Volume = 7,335 tuft
BMP 1 PIPE ROUTING
Hyd. No. 4 -- 10 Yr
o
Q (cfs)
7.00
W-11
w ri;
4.00
3.00
r iI
1.00
0.00
5 10 15 20 25 30 35 40 45 50 55
Hyd No. 4 Hyd No. 3 fl TM[- [— Req. Stor = 1,813 tuft Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisofve Tuesday, Nov 1 2011, 10:50 AM
Hyd. No. 4
BMP 1 PIPE ROUTING
Hydrograph type = Reservoir Peak discharge = 4.79 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 271.91 ft
Reservoir name = BMP1 PIPE STORAGE Max. Storage = 2,218 tuft
Storage Indication method used.
Q (cfs)
7.00
. M
5.00
4.00
3.00
2.00
1.00
Hydrograph Volume = 8,390 cuff
BMP 1 PIPE ROUTING
Hyd. No. 4 -- 25 Yr
W
Q (cfs)
7.00
t: O
5.00
4.00
WO
i► RH
1.00
a, 00
5 10 15 20 25 30 35 40 45 50 55
Hyd No. 4 Hyd No. 3 ffTITTTTTI' Req. Stor = 2,218 tuft Time (min)

Hydrograph Plot
Hydrafiow Hydrographs by Intelisoive
Hyd. No. 5
Time interval
BMP 1 ROUTING
Max. Elevation
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 4
Reservoir name
= BMP1 BIORETENTION
Storage Indication method used.
Q (cfs)
4.00
c e♦ s
, ea ea
1.00
0.00
0.0
BMP 1 ROUTING
Hyd. No. 5 -- 2 Yr
Tuesday, Nov 1 2011, 10:51 AM
Peak discharge
= 2.52 cfs
Time interval
= 1 min
Max. Elevation
= 266.17 ft
Max. Storage
= 3,975 cuft
Hydrograph Volume = 5,623 cult
1.3 2.7
4.0 5.3
6.7 8.0
9.3 10.7 12.0
Hyd No. 6
Hyd No. 4
TFT1I I 1 i_l
Req. Stor = 3,975 tuft
13.3
Q (cfs)
4.00
3.00
2.00
1.00
0.00
14.7
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 10;51 AM
Hyd. No. 5
BMP 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 3.75 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 4 Max. Elevation = 266.23 ft
Reservoir name = BMP1 BIORETENTION Max. Storage = 4,180 tuft
Storage Indication method used. Hydrograph Volume = 7,299 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1118111
0.00
0.0
BMP 1 ROUTING
Hyd. No. 5 -- 10 Yr
1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0
Hyd No. 5 Hyd No. 4 U:H=' Req. Stor = 4,180 tuft
M0141
Q (cfs)
5.00
4.00
3.00
I I,
1.00
0.00
11.0
Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by lntelisolve
Tuesday, Nov 1 2011, 10:51 AM
Hyd. No. 5
BMP 1 ROUTING
Hydrograph type
= Reservoir
Peak discharge = 4.38 cfs
Storm frequency
= 25 yrs
Time interval = 1 min
Inflow hyd. No.
= 4
Max. Elevation = 266.26 ft
Reservoir name
= BMP1 BIORETENTION
Max. Storage = 4,263 tuft
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
0 #111
1.00
Hydrograph Volume = 8,355 cult
BMP 'I ROUTING
Hyd. No. 5 -- 25 Yr
0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3
Hyd No. 5 Hyd No. 4 1 ® Req. Stor = 4,263 cuff
Q (cfs)
5.00
OUR
3.00
9M
1.00
0.00
9.2
Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 1 2011, 10:52 AM
Pond No. 3 - BMP1 PIPE STORAGE
Pond Data
[A]
[B]
[C]
Pipe dia. = 5.50 ft Pipe length
= 110.0 ft No.
Barrels = 1.0
Slope = 0.10 % Invert elev. 267.50 ft
Stage I Storage Table
Rise (in)
= 10.00
0.00
Stage (ft) Elevation (ft)
Contour area (sgft)
Iner. Storage (cult)
Total storage (cuft)
0.00 267.50
00
0
0
0.28 267.78
00
37
37
0.56 268.06
00
84
121
0.84 268.34
00
109
230
1.12 268.62
00
127
357
1.40 268.90
00
141
497
1.68 269.18
00
151
648
1.96 269.46
00
15B
806
2.24 269.74
00
164
970
2.52 270.02
00
168
1,138
2.81 270.31
00
169
1.307
3.09 270.59
00
170
1,477
3.37 270.87
00
167
1,644
3.65 271.15
00
164
1,808
3.93 271.43
00
159
1,967
4.21 271.71
00
151
2,118
4.49 271.99
00
140
2,258
4.77 272.27
00
127
2,385
5.05 272.55
00
109
2,494
5.33 272.83
00
84
2,577
5.61 273.11
00
37
2,614
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
CD]
Rise (in)
= 10.00
0.00
0.00
0.00
Crest Len (ft) = 0.00
0.00
0,00
0.00
Span (in)
= 10.00
0.00
0.00
0.00
Crest El. (ft) = 0.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 0.00
0.00
0.00
0.00
Invert El. (ft)
= 267.50
0.00
0.00
0.00
Weir Type = - --
- --
- --
- --
Length (ft)
= 42.00
0.00
0.00
0.00
Multi -Stage = No
No
No
No
Slope ( %)
= 0.50
0.00
0.00
0.00
N -Value
= .013
.000
,000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multl -Stage
= nla
No
No
No
Exfiltration = 0.000 In/hr (Wet area) Taiiwater Elay. = 0.00 ft
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1,00
0.00
0
Vote: CulverUOrifce oulffotivs have been analyzed under inlet and outlet control.
Stage 1 Storage
300 600 900 1,200 1,500 1,800 2,100 2,400
Storage
Stage (ft)
6.00
5.00
4,00
3.00
2.00
1.00
0.00
2,700
Storage (cult)

Pond Report
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 12011, 10:52 AM
Pond No. 1 - BMP1 BIORETENTION
Pond Data
Pond storage is based an known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Iner. Storage (tuft) Total storage (tuft)
0.00 265.00
2,670
0 0
2,00 267.00
4,110
6,780 6,780
Culvert I Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) = 0.00 0.00
0.00
0.00
Crest Len (ft) = 12.00 0.00
0.00
0.00
Span (in) = 0.00 0.00
0.00
0.00
Crest El. (ft) = 266.00 0.00
0.00
0.00
No. Barrels = 0 0
0
0
Weir Coeff. = 2.60 0.00
0.00
0.00
Invert El. (ft) = 0.00 0.00
0.00
0.00
Weir Type = Broad - --
. --
- --
Length (ft) = 0.00 0.00
0.00
0.00
Multi -Stage = No No
No
No
Slope ( %) = 0.00 0.00
0.00
0.00
N -Value = .000 .000
.000
.000
Orif. Coeff. = 0.00 0.00
0.00
0.00
Multi-Stage = nla No
No
No
Exfiltration = 2.000 in /hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0
Note: Culvert/Orifce oulfows have been analyzed under inlet and outlet conlrot
Stage 1 Storage
700 1,400 2,100 2,800 3,500 4,200 4,900 5,600 6,300
Storage
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0,40
0.20
0.00
7,000
Storage (tuft)

Hydrograph Plot
Hydraflow Hydrographs by Infelisolve
Hyd. No. 6
BMP 1 SCS
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 1.300 ac
Basin Slope
= 10.0%
Tc method
= USER
Total precip.
= 3,00 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1.00
0,00
0
Tuesday, Nov 12011, 10:39 AM
Peak discharge = 2.73 cfs
Time interval
= 6 min
Curve number
= 89
Hydraulic length
= 486 ft
Time of cone. (Tc)
= 10,00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 8,405 cuft
BMP 1 SCS
Hyd. No. 6 - -1 Yr
2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 6
Q (cfs)
3.00
2.00
1.00
0.00
26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Time interval
BMP 1 SCS ROUTING
Max. Elevation
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Inflow hyd. No.
= 6
Reservoir name
= BMP1 PIPE STORAGE
Storage Indication method used,
Q (cfs)
3.00
2.00
Will
0.00
0
BMP 1 SCS ROUTING
Hyd. No. 7 - -1 Yr
Tuesday, Nov 1 2011.10:39 AM
Peak discharge
= 2.43 cfs
Time interval
= 6 min
Max. Elevation
= 269.10 ft
Max. Storage
= 602 cuft
Hydrograph Volume = 8,404 cuft
2 4 6 6 10 12 14 16 18 20 22 24
Hyd No. 7 Hyd No. 6 T1 f1 Req. Stor = 602 cuft
Q (cfs)
3.00
2.00
1.00
0.00
26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
BMP I SCS BIO ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Inflow hyd. No.
= 7
Reservoir name
= BMP1 BIORETENTION
Storage Indication method used,
Q (cfs)
3.00
2.00
1.00
o.oa
0
Tuesday, Nov 1 2011, 10;39 AM
Peak discharge
Time interval
Max. Elevation
Max. Storage
BMP I SCS BIO ROUTING
Hyd. No. 8 --1 Yr
�t") X?
N
�)j
v
= 1.63 cfs��TF��a�
= 6 min
= 266.11 ft
= 3,761 tuft
Hydrograph Volume = 8,368 cult
4 8 12 16 20 24 28 32
Hyd No. 8 Hyd No. 7 fT1 I I I I H l l Req. Stor = 3,761 cuff
36
Q (cfs)
3.00
2.00
1.00
o.00
40
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Runoff coeff.
BMP 2 DRAINAGEA
REA
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 1.860 ac
Intensity
= 5.747 in/hr
OF Curve
= Raleigh- Durham.IDF
Q (cfs)
8.00
. rr
4.00
2.00
r rr
r
Tuesday, Nov 1 2011, 10:57 AM
Peak discharge = 7.27 cfs
Time interval
= 1 min
Runoff coeff.
= 0.68
Tc by User
= 5.00 min
Asc /Rec limb fact
= 313
Hydrograph Volume = 6,542 tuft
�( (V\-
BMP 2 DRAINAGEA-REA
Hyd. No. 9 -- 2 Yr
Hyd No. 9
5 10 15 20 25
Q (cfs)
8.00
MW
4.00
2.00
0.00
30
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd, No. 9
Runoff coeff.
BMP 2 DRAINAGEA REA
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 1.850 ac
Intensity
= 7.217 in/hr
OF Curve
= Raleigh- Durham.IDF
Q (cfs)
10.00
E$
. V
4.00
2.00
() nn
0
Tuesday, Nov 1 2011, 10:57 AM
Peak discharge = 9.13 cfs
Time interval
= 1 min
Runoff coeff.
= 0.68
Tc by User
= 5.00 min
Asc /Rec limb fact
= 313
Hydrograph Volume = 8,215 cult
BMP 2 DRAINAGEA REA
Hyd. No. 9 -- 10 Yr
Hyd No. 9
5 10
15 20 25
Q (cfs)
10.00
M
M
:1991
2.00
0.00
30
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 1 2011, 10:57 AM
Hyd. No. 9
BMP 2 DRAINAGEA
REA
Hydrograph type
= Rational
Peak discharge
= 10.35 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 1.860 ac
Runoff coeff.
= 0.68
Intensity
= 8.187 in/hr
Tc by User
= 5.00 min
OF Curve
= Raleigh- Durham.IDF
Asc /Rec limb fact
= 313
Q (cfs)
12.00
10.00
we]
M
4.00
2.00
o.oa
0 5
Hyd No. 9
Hydrograph Volume = 9,319 tuft
BMP 2 DRAINAGEA REA
Hyd. No. 9 -- 25 Yr
10 15 20 25
Q (cfs)
12.00
fiI$1I+Il;
i
W-11
4.00
We]
� to
0,00
30
Time (min)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Hyd. No. 10
BMP 2 PIPE ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 9
Reservoir name
= BMP2 PIPE STORAGE
Storage Indication method used.
Q (cfs)
8.00
W11
1.9 +I+1
2.00
o.00
0 5
Hyd No. 10
BMP 2 PIPE ROUTING
Hyd. No. 10 -- 2 Yr
Tuesday, Nov 1 2011, 10:58 AM
Peak discharge
Time interval
Max. Elevation
Max. Storage
5.34 cfs
= 1 min
= 274.64 ft
= 1,457 tuft
Hydrograph Volume = 6,541 tuft
10 15 20 25 30 35
Hyd No. 9 fl- = Req. Sfor = 1,457 tuft
Q (cfs)
8.00
we]
Moff
W41
n nn
40
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
BMP 2 PIPE ROUTING
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 9
Reservoir name = BMP2 PIPE STORAGE
Storage Indication method used,
Q (cfs)
10.00
10
we
4.00
WIN
0.00
0
BMP 2 PIPE ROUTING
Hyd. No. 10 -- 10 Yr
Tuesday, Nov 1 2011, 10:58 AM
Peak discharge
= 6.41 cfs
Time interval
= 1 min
Max. Elevation
= 275.73 ft
Max. Storage
= 2,053 tuft
Hydrograph Volume = 8,214 cult
5
Hyd No. 10
10 15
Hyd No. 9
20 25 30 35
II 111 I [ 111 Req. Stor = 2,053 tuft
Q (cfs)
10.00
M11
. ID
4.00
2.00
0.00
40
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 1 2011, 10:58 AM
Hyd. No. 10
30
BMP 2 PIPE ROUTING
Hyd No. 9 1111 HTFFI
Hydrograph type = Reservoir
Peak discharge = 7.25 cfs
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 9
Max. Elevation = 276.71 ft
Reservoir name = BMP2 PIPE STORAGE
Max. Storage = 2,450 cuft
Storage Indication method used.
Q (cfs)
12.00
1 0.00
6H
M
4.00
2.00
O.OD
0
Hydrograph Volume = 9,318 cuff
BMP 2 PIPE ROUTING
Hyd. No. 10 -- 25 Yr
5
10 15 20
25
30
Hyd No. 10
Hyd No. 9 1111 HTFFI
I Req. Stor =
2,450 cuft
W
Q (cfs)
12.00
10.00
: Wo
. II
4.00
2.00
0.00
40
Time (min)

P
L
Q
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41
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Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Novi 2011, 10:58 AM
Hyd. No. 11
BMP 2 BIO ROUTING
Hydrograph type = Reservoir Peak discharge = 0.19 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 10 Max. Elevation = 265.00 ft
Reservoir name = BMP2 BIORETENTION Max. Storage = 6,347 cuft
Storage Indication method used.
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Hydrograph Volume = 6,475 cult
BMP 2 BIO ROUTING
Hyd. No. 11 -- 2 Yr
5 9 14 19 23 28 33 37
Hyd No. 11 Hyd No. 10 1 F! 11 1 11 I I Req. Stor = 6,347 cuft
Q (cfE
6.00
5.00 I
4.00 1
3.00 1
1.00 1
0.00
42 47 51
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 10:59 AM
Hyd. No. 11
BMP 2 BIO ROUTING
Hydrograph type = Reservoir Peak discharge = 2.17 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 10 Max. Elevation = 265.14 ft
Reservoir name = BMP2 BIORETENTION Max. Storage = 7,236 cuft
Storage Indication method used.
Q (cfs)
7.00
. wo
5.00
4.00
3.00
2.00
1.00
Hydrograph Volume = 8,146 tuft
BMP 2 BIO ROUTING
Hyd. No. 11 -- 10 Yr
Q (cfs)
7.00
.#
5.00
4.00
3.00
2.00
1.00
0.00 -s 0.00
0.0 2.2 4.3 6.5 8.7 10.8 13.0 15.2 17.3 19.5 21.7 23.8
Hyd No. 11 Hyd No. 10 E=1 Req. Stor = 7,236 tuft Time {hrs}

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Hyd. No. 11
BMP 2 BIO ROUTING
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 10
Reservoir name = BMP2 BIORETENTION
Storage Indication method used.
Q (Cfs)
s,00
. 11
4.00
2.00
0.00
0.0
BMP 2 BIO ROUTING
Hyd. No. 11 -- 25 Yr
Tuesday, Nov 12011, 10:59 AM
Peak discharge
Time interval
Max. Elevation
Max. Storage
3.25 cfs
= 1 min
= 265.21 ft
= 7,668 cuft
Hydrograph Volume = 9,250 cuft
1.8 3.7 5.5 7.3 9.2 11.0 12.8 14.7
Hyd No. 11 Hyd No. 10 �T_! Req. Stor = 7,668 cult
16.5
Q (Cf5)
8.00
. i1
4.00
2.00
0.00
18.3
Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 12011, 10;56 AM
Pond No. 4 - BMP2 PIPE STORAGE
Pond Data
[A]
[Bl
[C]
Pipe dia, = 5.50 ft Pipe length
= 106.0 ft No. Barrels = 1.0
Slope = 0.10 % Invert elev, 271.50 ft
Stage I Storage Table
[D]
Rise (in)
= 12.00
Stage (ft) Elevation (ft)
Contour area (sgft)
Iner. Storage (tuft)
Total storage (cult)
0.00 271.50
00
0
0
0.28 271.78
00
36
36
0.56 272,06
00
81
117
0,84 272,34
00
105
222
9.12 272,62
00
122
344
1.40 272.90
00
135
480
1.68 273.18
00
145
625
1.96 273.46
00
153
777
2.24 273.74
00
158
935
2.52 274.02
00
961
1,097
2.80 274.30
00
963
1,260
3.08 274.58
00
163
1,423
3.36 274.86
00
162
1,584
3.64 275.14
00
158
1,742
3.92 275.42
00
153
1,895
4.20 275.70
00
146
2,040
4.48 275.98
00
135
2,175
4.77 276,27
00
122
2,297
5.05 276.55
00
105
2,402
5.33 276.83
00
81
2,483
5.61 277.11
00
36
2,519
Culvert I Orifice Structures
Weir Structures
[A]
[Bl
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
0.00
0.00
0.00
Crest Len (ft) = 0.00
0.00
0.00
0.00
Span (in)
= 12.00
0.00
0.00
0.00
Crest El. (ft) = 0.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 0.00
0.00
0.00
0.00
Invert El. (ft)
= 271.50
0.00
0.00
0.00
Weir Type = - --
- --
- --
Length (ft)
= 62.00
0.00
0.00
0.00
Multi -Stage = No
No
No
No
Slope ( %)
= 0.50
0.00
0.00
0.00
N -Value
= .093
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage
= n!a
No
No
No
Exfiltration = 0,000 inlhr (Wet area) Tailwater Elev. = 0.00 ft
Stage (ft)
6.Oo
5.00
4.00
3.00
2.00
1.00
0.00
0 300
Storage
Note: CuivertlOriFlce outflows have been analyzed under in:el and outlet control.
Stage 1 Storage
600 900 1,200 1,500 1,800 2,100 2,400
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
2,700
Storage (cult)

Pond Report
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 1 2011, 10:56 AM
Pond No. 2 - BMP2 BIORETENTION
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuff) Total storage (cuft)
0.00 264.00
5,351
0 0
2.00 266.00
7,324
12,675 12,675
Culvert 1 Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) = 0.00 0.00
0.00
0.00
Crest Len (ft) = 12,00 0.00
0.00
0.00
Span (in) = 0.00 0.00
0.00
0.00
Crest El. (ft) = 265.00 0.00
0.00
0.00
No. Barrels = 0 0
0
0
Weir Coeff. = 2.60 0.00
0.00
0.00
Invert El. (ft) = 0.00 0.00
0.00
0.00
Welr Type = Broad - --
- --
- --
Length (ft) = 0.00 0.00
0.00
0.00
Multi -Stago = No No
No
No
Slope ( %) = 0.00 0.00
0.00
0.00
N -Value = .000 ,000
.000
.000
Orif. Coeff. = 0.00 0.00
0.00
0.00
Multi -Stage = nla No
No
No
Exfiltration = 2.000 inthr (Contour) Tailwater Elev.
= 0.00 ft
Note CulverVOrifice oulflom have been
analyzed under in'el and outlet control.
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
n Ar)
Stage 1 Storage Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 6,000 9,000 10,000 11,000 12,000 13,000
Storage Storage (Cult)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 10:40 AM
Hyd. No. 12
BMP 2 SCS
Hydrograph type
= SCS Runoff
Peak discharge
= 4.25 cfs
Storm frequency
= 1 yrs
Time interval
= 3 min
Drainage area
= 1.860 ac
Curve number
= 84
Basin Slope
= 4.0%
Hydraulic length
= 385 ft
Tc method
= USER
Time of cone. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
�t
0
4.00
3.00
2.00
1.00
Hydrograph Volume = 9,598 cult
BMP 2 SCS
Hyd. No. 12 -- 1 Yr
3 5
Hyd No. 12
8 10 13 15
0 (cfs)
5.00
._,KIIII
W IX
r M
1.00
0.00
18 20 23 25
Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Hyd. No. 13
Time interval
BMP 2 SCS PIPE ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Inflow hyd. No.
= 12
Reservoir name
= BMP2 PIPE STORAGE
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
141101
1.00
Tuesday, Nov 1 2011, 10:40 AM
Peak discharge
= 3.61 cfs
Time interval
= 3 min
Max. Elevation
= 273.31 ft
Max. Storage
= 696 cuft
Hydrograph Volume = 9,597 cult
BMP 2 SCS PIPE ROUTING
Hyd. No. 13 -- 1 Yr
w
3 5 8 10 13 15 18 20
Hyd No. 13 Hyd No. 12 ICIJTRT II Req. Star = 696 cuff
23
Q (cfs)
5.00
4.00
W
2.00
1.00
OAO
25
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Time interval
BMP 2 SCS BIO ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Inflow hyd. No.
= 13
Reservoir name
= BMP2 BIORETENTION
Storage Indication method used.
Q (cfs)
4.00
3.00
am
1.00
I of
W
Tuesday, Nov 1 2011, 10:40 AM
Peak discharge
= 0.15 cfs
Time interval
= 3 min
Max. Elevation
= 264.90 ft
Max. Storage
= 5,694 tuft
Hydrograph Volume = 9,559 tuft
BMP 2 SCS BIO ROUTING
Hyd. No. 14 -- 1 Yr
7 14 21 28 35 42 49 56
Hyd No. 14 Hyd No. 13 [H= Req. Stor = 5,694 tuft
M]
Q (cfs)
4.00
3.00
2.00
1.00
0.00
70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 1 2011, 11:15 AM
Hyd. No. 23
BMP 4 DRAINAGE
AREA
Hydrograph type
= Rational
Peak discharge
= 27.16 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 5.370 ac
Runoff coeff.
= 0.88
Intensity
= 5.747 in/hr
Tc by User
= 5.00 min
OF Curve
= Raleigh- Durham.IDF
Asc /Rec limb fact
= 414
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0
Hydrograph Volume = 32,592 tuft
BMP 4 DRAINAGE AREA
Hyd. No. 23 -- 2 Yr
5 10 15 20 25 30 35
Hyd No. 23
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
40
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 1 2011, 11:15 AM
Hyd. No. 23
BMP 4 DRAINAGE
AREA
Hydrograph type
= Rational
Peak discharge
= 34.10 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 5.370 ac
Runoff coeff.
= 0.88
Intensity
= 7.217 in/hr
Tc by User
= 5.00 min
OF Curve
= Raleigh- Durham.IDF
Asc /Rec limb fact
= 414
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0
Hydrograph Volume = 40,925 cu€t
BMP 4 DRAINAGE AREA
Hyd. No. 23 -- 10 Yr
5 10 15 20 25 30 35
Hyd No. 23
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0,00
40
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 23
Runoff coeff.
BMP 4 DRAINAGE
AREA
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 5.370 ac
Intensity
= 8.187 in/hr
OF Curve
= Raleigh- Durham.IDF
Q (cfs)
40.00
30.00
20.00
10.00
0,00
0
Tuesday, Nov 1 2011, 11:15 AM
Peak discharge = 38.69 cfs
Time interval
= 1 min
Runoff coeff.
= 0.88
Tc by User
= 5.00 min
Asc /Rec limb fact
= 414
Hydrograph Volume = 46,426 tuft
BMP 4 DRAINAGE AREA
Hyd, No. 23 -- 25 Yr
5 10
Hyd No. 23
15 20 25 30 35
Q (cfs)
40.00
14118Il]
20.00
10.00
0.00
40
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Nov 1 2011, 11:15 AM
Hyd. No. 23
BMP 4 DRAINAGE
AREA
Hydrograph type
= Rational
Peak discharge
= 4 5.7 7 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 5.370 ac
Runoff coeff.
= 0.88
Intensity
= 9.685 in /hr
Tc by User
= 5.00 min
OF Curve
= Raleigh- Durham.IDF
Asc /Rec limb fact
= 414
Q (cfs)
50.00
5111001
30.00
0011It7
10.00
0.00
0 5
Hyd No. 23
Hydrograph Volume = 54,923 tuft
BMP 4 DRAINAGE AREA
Hyd. No. 23 -- 100 Yr
10 15 20 25 30
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
35 40
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 11:15 AM
Hyd. No. 24
BMP 4 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.33 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 23 Max. Elevation = 269.20 ft
Reservoir name = BMP 4 Wetpond Max. Storage = 32,274 tuft
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00
0
Hydrograph Volume = 22,470 tuft
BMP 4 ROUTING
Hyd. No. 24 -- 2 Yr
5 10
Hyd No. 24
Q (cfs)
28.00
24,00
20.00
16.00
12.00
M
4.00
0.00
15 19 24 29 34 39 44 48
Time (hrs)
- Hyd No. 23 .1111111111 Req. Stor = 32,274 cult

Hydrograph Plot
Hydraflow Hydrographs by Intelisoive Tuesday, Novi 2011, 41:15 AM
Hyd, No. 24
BMP 4 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.80 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 23 Max. Elevation = 269.71 ft
Reservoir name = BMP 4 Wetpond Max. Storage = 40,280 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
r1 ft«
15.00
10.00
&M
Hydrograph Volume = 29,377 cult
BMP 4 ROUTING
Hyd. No. 24 -- 10 Yr
Q {cfs}
35.00
9611111
F�iIi1
20.00
15.00
10.00
5.00
0.00 1- 0.00
0 5 10 15 19 24 29 34 39 44 48
. Hyd No. 24 Hyd No. 23 Req. Stor = 40,280 cult Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 24
BMP 4 ROUTING
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 23
Reservoir name = BMP 4 Wetpond
Storage Indication method used.
Q (cfs)
40.00
30.00
P� to
10.00
Tuesday, Nov 1 2091, 11:15 AM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 2.59 cfs
= 1 min
270.01 ft
= 44,989 tuft
Hydrograph Volume = 34,558 tuft
BMP 4 ROUTING
Hyd. No. 24 -- 25 Yr
5 10 15 19 24 29 34 39 44
Hyd No. 24 Hyd No. 23 Req. Stor = 44,989 tuft
Q (cfs)
40.00
30.00
20.00
10.00
o.00
48
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 12011, 11:15 AM
Hyd. No. 24
BMP 4 ROUTING
Hydrograph type = Reservoir Peak discharge = 8.78 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No, = 23 Max. Elevation = 270.36 ft
Reservoir name = BMP 4 Wetpond Max. Storage = 50,566 tuft
Storage Indication method used.
Q (cfs)
50.00
C, 101 [fill
30.00
MY1111
10.00
1) nn
0
Hydrograph Volume = 42,931 cult
BMP 4 ROUTING
Hyd. No. 24 -- 100 Yr
5 10
15 19
24 29
34 39
Hyd No. 24
Hyd No. 23
UIRID Il Req.
Stor = 50,566 tuft
44
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
o.00
48
Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 12011, 11:16 AM
Pond No. 6 - BMP 4 Wetpond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. storage (tuft) Total storage (cult)
0.00
267.00
9,351
0
0
0.50
267.50
11,890
5,310
5,310
5.00
272.00
19,777
71,251
76,561
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
2.00
6.00
0.00
Crest Len (ft)
= 9.42 10.00
0.00
0.00
Span (in)
= 24.00
2.00
6.00
0.00
Crest El. (ft)
= 270.00 271.00
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33 2.60
0.00
0.00
Invert El. (ft)
= 262.00
267.00
269.00
0.00
Weir Type
= Riser Broad
- --
- --
Length (ft)
= 77.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.00
0,00
0.00
0.00
N -Value
= .013
.013
,013
.000
Orif. Coeff,
= 0.60
0.60
0.60
0.00
Multi -Stage
= nla
Yes
Yes
No
Exfiltration = 0.000
in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
5.ao
4.00
3.00
2.00
1.00
O, 00
0 8,000
Storage
Note; Culvert/Orifice outflows have been analyzed under inset and outlet control.
Stage 1 Storage
Stage (ft)
5.00
4.00
3.00
2.00
1.00
n nn
16,000 24,000 32,000 40,000 46,000 56,000 64,000 72,000 80,000
Storage (tuft)

Binp 4 Discharge
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 2.00
Outlet velocity (fps) 1.25
Apron length (ft) 8.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
» 3 A 9
6 B 22
13 Bor1 22
23 2 27

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Tuesday, Nov 1 2011, 1:9 PM
Hyd. No. I
bmp 3 drainage area
Hydrograph type =
Rational
Peak discharge
= 33.14 cfs
Storm frequency =
2 yrs
Time interval
= 1 min
Drainage area =
8.480 ac
Runoff coeff.
= 0.68
Intensity =
5.747 in/hr
Tc by User
= 5.00 min
OF Curve =
Raleigh- Durham.IDF
Asc /Rec limb fact
= 313
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0
Hydrograph Volume = 29,827 tuft
bmp 3 drainage area
Hyd. No. 1 -- 2 Yr
5 10 15 20 25
Hyd No. 1
Q (cf6)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q.00
30
Time (min)

Hydrograph Plot
Hydrafiow Hydrographs by Intelisolve
Tuesday, Nov 1 2099, 1:9 PM
Hyd. No, 1
bmp 3 drainage area
Hydrograph type =
Rational
Peak discharge
= 41.62 cfs
Storm frequency =
10 yrs
Time interval
= 1 min
Drainage area =
8.480 ac
Runoff coeff.
= 0.68
Intensity =
7.217 in/hr
Tc by User
= 5.00 min
OF Curve =
Raleigh- Durham.IDi=
Asc /Rec limb fact
= 313
Q (cfs) bmp 3 drainage area
Hyd. No. 1 -- 10 Yr
50.00 I
991M
30.00
20.00
10.00
Hydrograph Volume = 37,454 CA
11
5 10 15 20
Hyd No. 1
25
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00
30
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 1
Runoff coeff.
bmp 3 drainage area
Tc by User
Hydrograph type =
Rational
Storm frequency =
25 yrs
Drainage area =
8.480 ac
Intensity =
8.187 in/hr
1DF Curve =
Raleigh- Durham.IDF
Q (cfs)
50.00 -
40.00
30.00
20.00
10.00
I li
we
bmp 3 drainage area
Hyd. No. 1 -- 25 Yr
Tuesday, Nov 1 2011, 1:9 PM
Peak discharge = 47.21 cfs
Time interval
= 1 min
Runoff coeff.
= 0.68
Tc by User
= 5.00 min
Asc /Rec limb fact
= 313
Hydrograph Volume = 42,488 tuft
Hyd No. 1
5 10 15 20 25
Q (cfs)
50.00
40.00
CI 11
20.00
10.00
0.00
30
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Runoff coeff.
Ligon Mill Road BY
BNK
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 2.040 ac
Intensity
= 5.747 in/hr
OF Curve
= Raleigh- Durham.IDF
Q (cfs)
re s,
M
OUR
2.00
Tuesday, Nov 1 2011, 1:9 PM
Peak discharge = 7.27 cfs
Time interval
= 1 min
Runoff coeff.
= 0.62
Tc by User
= 5.00 min
Asc /Rec limb fact
= 111
Hydrograph Volume = 2,181 cult
Ligon Mill Road BY BNK
Hyd. No. 2 -- 2 Yr
i
Hyd No. 2
5
Q (cfs)
ii
M
4.00
011011
0.00
10
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Runoff coeff.
Ligon Mill Road BY
BNK
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 2.040 ac
Intensity
= 7.217 in/hr
OF Curve
= Raleigh- Durham.IDF
Q (cfs)
10.00
M
M- 0101
4.00
mile]
Ligon Mill Road BY BNK
Hyd, No. 2 -- 10 Yr
Tuesday, Nov 1 2011, 1:10 PM
Peak discharge a 9.13 cfs
Time interval
= 1 min
Runoff coeff.
= 0.62
Tc by User
= 5.00 min
Asc /Rec limb fact
= 111
Hydrograph Volume = 2,738 cult
Hyd No. 2
Q (cfs)
1 0.00
M
. 18
4.00
2.00
0.00
10
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 1:10 PM
Hyd. No. 4
BMP 3 Inflow
Hydrograph type = Combine Peak discharge = 33.14 cfs
Storm frequency = 2 yrs Time interval = I min
Inflow hyds. = 1, 2
Q (cfs)
35.00
30.00
25.00
20.00
1 5.00
10.00
5.00
0.00
0
Hydrograph Volume = 32,008 tuft
BMP 3 Inflow
Hyd, No. 4 -- 2 Yr
5 10 15 20 25
Hyd No. 4 Hyd No. 1 Hyd No. 2
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0,00
30
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 4
BMP 3 Inflow
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 1, 2
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Tuesday, Nov 12011, 1:10 PM
Peak discharge = 41.62 cfs
Time interval = 1 min
Hydrograph Volume = 40,192 cult
BMP 3 Inflow
Hyd. No. 4 -- 10 Yr
5 10
Hyd No. 4 Hyd No. 1
15 20 25
Hyd No. 2
Q (cfs)
50.00
40.00
30.00
r
10.00
0.00
30
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
BMP 3 Inflow
Hydrograph type = Combine
Storm frequency = 25 yrs
Inflow hyds. = 1, 2
Q (cfs)
50.00
40.00
30.00
20.00
10.00
III
Tuesday, Nov 1 2011, 1;10 PM
Peak discharge = 47.21 cfs
Time interval = 1 min
Hydrograph Volume = 45,595 tuft
BMP 3 Inflow
Hyd. No. 4 -- 25 Yr
Hyd No. 4
5
10
Hyd No. 1
15 20
Hyd No. 2
25
Q (cfs)
50.00
40.00
N iX
20.00
1 0.00
o.00
30
Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve Tuesday, Nov 1 2011, 1:10 PM
Hyd. No. 4
BMP 3 Inflow
Hydrograph type = Combine Peak discharge = 55.85 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyds. = 1, 2
Q (cfs)
60.00
50.00
40.00
30.00
i
Pf1
10.00 -
M
4
Hydrograph Volume = 53,939 tuft
BMP 3 Inflow
Hyd. No. 4 -- 100 Yr
5 10 15 20 25
Hyd No. 4 Hyd No. 1 Hyd No. 2
Q (cfs)
60.00
50.00
40.00
R1110Ii
20.00
10.00
n nn
30
Time (min)

Hydrograph Plot
Hydrafiow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 1: 10 PM
Hyd. No. 5
BMP 3 Upper Routing
Hydrograph type = Reservoir Peak discharge = 1.04 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 4 Max. Elevation = 280.58 ft
Reservoir name = BMP 3 upper Max. Storage = 31,287 tuft
Storage Indication method used.
Q (cfs)
35.00
cM
25.00
ROOT]
iWO151
1[111411
5.00
Ell
Hydrograph Volume = 28,178 tuft
BMP 3 Upper Routing
Hyd. No. 5 -- 2 Yr
Q (cfs)
35.00
GM
25.00
20.00
W114 0]
10.00
f ITC
O.00
5 10 15 19 24 29 34 39 44 48
Hyd No. 5 Hyd No. 4 [rf flffl] Req. Stor = 31,287 tuft Time (hrs)

Hydrograph Plot
Hydreflow Hydrographs by Intelisolve Tuesday, Nov 12011, 1:10 PM
Hyd. No. 5
BMP 3 Upper Routing
Hydrograph type = Reservoir Peak discharge = 5.37 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 4 Max. Elevation = 281.22 ft
Reservoir name = BMP 3 upper Max. Storage = 38,175 tuft
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
Non
10.00
o.00
0 5
---- -° Hyd No. 5
Hydrograph Volume = 36,024 tuft
BMP 3 Upper Routing
Hyd. No. 5 -- 10 Yr
10 15 19 24 29 34 39
Hyd No. 4 Ill1illLLLI Req. Stor = 38,175 tuft
44
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
o.00
48
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 1:10 PM
Hyd. No. 5
BMP 3 Upper Routing
Hydrograph type = Reservoir Peak discharge = 10.52 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 4 Max. Elevation = 281.49 ft
Reservoir name = BMP 3 upper Max. Storage = 41,117 tuft
Storage Indication method used.
Q (cfs)
50,00
40.00
CIO
20.00
10.00
Hydrograph Volume = 41,402 tuft
BMP 3 Upper Routing
Hyd. No. 5 -- 25 Yr
3 6
Hyd No. 5
0
Q (cfs)
- 50.00
W.
- 30.00
20.00
10.00
a.oa
12 15 18 21 24 27 30 33
Hyd No. 4 FIFE I Req. Stor = 41,117 tuft Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 1;10 PM
Hyd, No. 5
BMP 3 Upper Routing
Hydrograph type = Reservoir Peak discharge = 20.13 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 4 Max. Elevation = 281.81 ft
Reservoir name = BMP 3 upper Max. Storage = 44,514 cuft
Storage Indication method used.
Q (cfs)
60,00
50,00
40.00
30.00
20.00
10.00
Hydrograph Volume = 49,733 cuft
BMP 3 Upper Routing
Hyd. No. 5 -- 100 Yr
0.8 1.7
2,5 3.3
4.2 5.0
5.8 6.7
Hyd No. 5
Hyd No. 4
1111111k I Req.
Stor = 44,514 cult
7.5
Q (cfs)
60.00
50.00
E, 1411H
30.00
20.00
10.00
0.00
8.3
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
BMP 4 Lower Routing
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 5
Reservoir name = BMP 3 lower
Storage Indication method used.
Q (cfs)
2.00
fIOR
0.00
0
Tuesday, Nov 1 2011, 1:11 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 0.71 cfs
= 1 min
= 273.05 ft
= 3,968 cuft
Hydrograph Volume = 25,391 cult
BMP 4 Lower Routing
Hyd, No. 6 -- 2 Yr
5 10 15 19 24 29 34 39
Hyd No. 6 Hyd No. 5 fTM f1TTf l Req. Stor = 3,968 cuft
44
Q (cfs)
2.00
Will
0.00
48
Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisoive Tuesday, Nov 1 2011, 1:11 PM
Hyd. No. 6
BMP 4 Lower Routing
Hydrograph type = Reservoir Peak discharge = 1.18 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 5 Max. Elevation = 273.11 ft
Reservoir name = BMP 3 lower Max. Storage = 4,270 tuft
Storage Indication method used.
Q (cfs)
6.00
5.00
E,KGO]
3.00
ri
1.00
0.00
0 5 10
Hyd No. 6
Hydrograph Volume = 33,156 tuft
BMP 4 Lower Routing
Hyd. No. 6 -- 10 Yr
Q (cfs)
6.00
Me
4.00
3.00
2.00
1.00
0.00
15 19 24 29 34 39 44 48
- Hyd No. 5 TM f l l [ l l Req. Stor = 4,270 cuf# Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 1:11 PM
Hyd. No. 6
BMP 4 Lower Routing
Hydrograph type = Reservoir Peak discharge = 6.15 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 5 Max. Elevation = 273.37 ft
Reservoir name = BMP 3 lower Max. Storage = 5,425 tuft
Storage Indication method used.
Q (cfs)
14. VU
1 MCI
Nori
A 1/
4.00
2.00
0.00
0
Hydrograph Volume = 38,526 tuft
BMP 4 Lower Routing
Hyd, No. 6 -- 25 Yr
5 10
Hyd No. 6
Q (cfs)
12.00
10.00
O
C:1 O]
4.00
2.00
0.00
15 19 24 29 34 39 44 48
- Hyd No. 5 QIITmTF Req. Stor = 5,425 cuft Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve Tuesday, Nov 12011, 1:91 PM
Hyd. No. 6
BMP 4 Lower Routing
Hydrograph type = Reservoir Peak discharge = 16.06 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No, = 5 Max. Elevation = 273.72 ft
Reservoir name = BMP 3 lower Max. Storage = 6,985 tuft
Storage Indication method used.
Q (cfs)
21,00
18.00
15.00
12,00
9.00
news]
W IR
Hydrograph Volume = 46,857 tuft
BMP 4 Lower Routing
Hyd. No. 6 -- 100 Yr
Q (cfs)
21.00
18.00
15.00
12.00
• it
�91
3.00
0.00 - - 1 0.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3 9.2
Hyd No. 6 Hyd No. 5 II I IT M Req. Stor = 6,985 tuft Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 12011, 1:13 PM
Pond No. 1 - BMP 3 upper
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 277.50 5,992 0 0
0.50 278.00 7,733 3,431 3,431
5.50 283.00 13,860 53,983 57,414
Culvert 1 Orifice Structures
[A]
LB]
[C]
[D]
Rise (in)
= MOO
2.00
6.00
0.00
Span (in)
= 18.00
2,00
6.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 271.00
277.50
279.50
0.00
Length (ft)
= 60.00
0.00
0.00
0.00
Slope ( %)
= 2.00
0.00
0.00
0.00
N -Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi -Stage
= Na
Yes
Yes
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 6,000
Storage
Weir Structures
[A]
[Bl
[C]
[D]
Crest Len (ft)
= 7.85
10.00
0.00
0.00
Crest El. (ft)
= 281.00
282.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
0,00
0.00
Weir Type
= Riser
Broad
- --
- --
Multl -Stage
= Yes
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverVOririce outflows have been analyzed under inlet and cutlat control,
Stage I Storage
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
n nn
12,000 18,000 24,000 30,000 36,000 42,000 48,000 54,000 60,000
Storage (cuft)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd, No. 3
bmp 3 drainage area
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 8.480 ac
Basin Slope
= 5.0%
Tc method
= USER
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
28,00
i+ZI[fIll
20.00
16.00
12.00
M
M
Tuesday, Nov 1 2011, 1;6 PM
Peak discharge = 26.69 cfs
Time interval
= 2 mire
Curve number
= 89
Hydraulic length
= 500 ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 54,826 tuft
bmp 3 drainage area
Hyd. No. 3 -- 1 Yr
�t
2.0 4.0 6.0 8.0
Hyd No. 3
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
�8
4.00
0.00
10.0 12.0 14.0 16,0 18.0 20.0 22.0
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Nov 1 2011, 1:6 PM
Hyd. No. 7
BMP 3 SCS Upper Routin
Hydrograph type = Reservoir Peak discharge = 1.11 cfs
Storm frequency = 1 yrs Time interval = 2 min
Inflow hyd. No. = 3 Max. Elevation = 280.72 ft
Reservoir name = BMP 3 upper Max. Storage = 32,830 cuft
Storage Indication method used.
Q (cfs)
28.00
NMI]
16.00
12.00
MR
MR
Hydrograph Volume = 54,424 cuff
BMP 3 SCS Upper Routin
Hyd. No. 7 -- 1 Yr
9 18 27 36 45 54 63 72 81
Hyd No. 7 Hyd No. 3 it 11111 I 1 Req. Stor = 32,830 cult
Q (cfs)
28.00
24.00
20.00
1 5.00
12.00
M
4.00
0.00
90 99
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
BMP 3 SCS Routing Lowe
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 7
Reservoir name = BMP 3 lower
Storage Indication method used.
Q (cfs)
2.00
1.00
Tuesday, Nov 1 2041, 1:7 PM
Peals discharge
= 1.11 cfs
Time interval
= 2 min
Max. Elevation
= 273.11 ft
Max. Storage
= 4,250 tuft
Hydrograph Volume = 54,155 tuft
BMP 3 SCS Routing Lowe
Hyd. No. 8 -- 1 Yr
M
Q (cfs)
2.00
1.00
0.00
10 19 29 39 48 58 68 77 87 97
Hyd No. 8 Q
Hyd No. 7 IMM i Req. Stor = 4,250 tuft Time (hrs)

Bmp 3 Discharge
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 2.00
Outlet velocity (fps) 2.90
Apron length (ft) 8.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
» 3 A 9
6 B 22
13 B or 1 22
23 2 27
BMP 3A Discharge
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 2.00
Outlet velocity (fps) 2.28
Apron length (ft) 8.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
» 3 A 9 «
6 B 22
13 B or 1 22
23 2 27

Erosion Control

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Geotechnical Report
(Select Sheets)

ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical - Construction Materials - Environmental - Facilities NC Registered Engineering Firm F -1078
November 1, 2011
Mr. Blair Booth
Symphony Properties
103 Torey Pines Drive
Cary, North Carolina 27513
Reference: Report of Seasonal High Water Table Determination
Woodfield Creek
Caveness Farm Road
Wake Forest, North Carolina
ECS Project 09- 20455 -R
ECS Carolinas, LLP (ECS) is pleased to provide you with our Report of Seasonal High Water
Table (SHWT) Determination for the Woodfield Creek property located on Caveness Farm Road
In Wake Forest, North Carolina. Our services were provided in general accordance with ECS
Proposal No. 06- 15149.
Protect Info lmation
The site is located on Caveness Farm Road in Wake Forest, North Carolina. ECS received a site
plan from WSP- SELLS identifying the location of the five proposed stormwater management
devices. Soil borings were drilled in each of the proposed areas with a hand auger to depths of
a minimum of two feet below ground surface (bgs) of the bottom elevation of each stormwater
management device.
Scone of Services
ECS conducted an investigation of the soils to identify the depth of the seasonal high water table
located in the five proposed stormwater management devices. The investigation included drilling
soil borings in each of the proposed areas with a hand auger to depths of a minimum of two feet
bgs of the bottom elevation of each stormwater management device. The properties and
characteristics of the soils retrieved from the borings were observed and recorded in field notes.
The properties include texture, depth, the presence of restrictive horizons, depth to seasonal high
water table, coarse fragments, etc. The assessment was conducted in accordance with current soil
science practices and technology and the North Carolina Division of Water Quality Stormwater
Best Management Practices (BMP) Manual, dated July, 2007.
Seasonal High Water Table DeterminMUo
Below is a summary of the soils retrieved from the borings.
BMP_1 — The surface layer to a depth of 7 inches bgs consists of dark brown loam. The structure
appears to be granular with very friable consistence. The subsurface layer from 7 to 34 inches bgs
consists of red clay. The structure appears to be moderate medium subangular blocky with firm,
slightly sticky, slightly plastic consistence. The subsurface layer from 34 to 54 inches bgs consists
of yellowish red clay loam. The structure appears to be weak fine subangular blocky with friable,
4811 Koger Boulevard - Greensboro, NC 27407 - T: 336- 856 -7150 • F: 336 -856 -7160 - www,ecslimited.com
ECS Carolinas, LLP - ECS Florida, LLC - ECS Mid - Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

Seasonal Nigh Water Table Detenninatlon
Woodfield Creek
Caveness Form Road
Wake Forest, North Carolina
ECS project 09-20455
November 1, 2011
slightly sticky, slightly plastic consistence: Few fine flakes of mica were observed throughout this
layer. The subsurface layer from 54 Inches to 102 inches bgs consists of yellowish red and yellow
saprolite that has a texture of sandy loam. The structure appears to be massive with friable
consistence. Common fine and few medium flakes of mica were observed throughout this layer.
Few common streaks of black minerals were observed. The subsurface layer from 102 Inches to
144 Inches bgs consists of pale brown, white, and yellow loamy sand. The structure appears to be
single grain with loose consistence. Common fine and few medium flakes of mica were observed
throughout this layer. Few common black concretions were observed. Lateral water flow was
observed at 102 inches bgs.
BMP - 2 — The surface layer to a depth of 14 Inches bgs consists of dark brown loam. The structure
appears to be granular with very friable consistence. The subsurface, layer from 14 to 50 Inches
bgs consists of red clay. The structure appears to be moderate medium subangular blocky with
firm, slightly sticky, slightly plastic consistence. The subsurface layer from 50 to 68 Inches bgs
consists of yellowish red clay loam. The structure appears to be weak fine subangular blocky with
friable, slightly sticky, slightly plastic consistence. Few fine flakes of mica were observed
throughout this layer. The subsurface layer from 68 Inches to 78 inches bgs consists of yellow loam
and yellowish red clay loam. The structure appears to be massive with friable consistence.
Common fine and few medium flakes of mica were observed throughout this layer. The subsurface
layer from 78 inches to 88 Inches bgs consists of reddish yellow sandy clay loam. The structure
appears to be massive with friable consistence. Common fine and few medium flakes of mica were
observed throughout this layer. The subsurface layer from 88 Inches to 126 Inches bgs consists of
pale brown, white, and yellow loamy sand. The structure appears to be single grain with loose
consistence, Common fine and few medium flakes of mica were observed throughout this layer.
Few common black concretions were observed. Lateral water flow was observed at 88 inches bgs.
BMP - 3 — The surface layer to a depth of 17 Inches bgs consists of dark brown loam. The structure
appears to be granular with very friable consistence. The subsurface layer from 17 to 46 inches
bgs consists of yellowish red clay loam. The structure appears to be moderate medium subangular
blocky with firm, slightly sticky, slightly plastic consistence. The subsurface layer from 46 to 72
Inches bgs consists of yellowish red sandy clay loam with streaks of yellow loam. The structure
appears to be massive with friable consistence. Few fine flakes of mica were observed throughout
this layer. The subsurface layer from 72 Inches to 120 inches bgs consists of yellowish red and
yellow saprolite that has a texture of loam. The structure appears to be massive with friable
consistence, Common fine and few medium flakes of mica were observed throughout this layer.
Few common streaks of black minerals were observed.
BMP — 3A — The surface layer to a depth of 15 Inches bgs consists of dark brown loam. The
structure appears to be granular with very friable consistence. The subsurface layer from 15 to 32
bgs inches consists of red clay. The structure appears to be moderate medium subangular blocky
with firm, slightly sticky, slightly plastic consistence. The subsurface layer from 32 to 50 inches bgs
consists of yellowish red clay loam. The structure appears to be weak fine subangular blocky with
friable, slightly sticky, slightly plastic consistence. Few fine flakes of mica were observed
throughout this layer. The subsurface layer from 50 Inches to 74 inches bgs consists of yellowish
red and yellow saprolite that has a texture of sandy loam. The structure appears to be massive with
friable consistence. The subsurface layer from 74 Inches to 86 inches bgs consists of yellowish red
and yellow saprolite that has a texture of loam. The structure appears to be massive with friable
consistence. Common fine and few medium flakes of mica were observed throughout this layer.
0

Seasonal High Water Table Determination
Woodfield Creek
Caveness Farm Road
Wake Forest, North Carolina
ECS Project 09-20466
November 1, 2011
Few common streaks of black minerals were observed, The subsurface layer from 86 inches to
108 inches bgs consists of yellowish red and yellow saprolite that has a texture of sandy loam. The
structure appears to be massive with friable consistence. Common fine and few medium flakes of
mica were observed throughout this layer. Few common streaks of black minerals were observed.
The subsurface layer from 108 inches to 120 inches bgs consists of pale brown, white, and yellow
loamy sand, The structure appears to be single grain with loose consistence. Common fine and
few medium flakes of mica were observed throughout this layer. Few common black concretions
were observed. Lateral water flow was observed at 108 inches bgs.
BMP - 4 — The surface layer to a depth of 12 inches bgs consists of dark brown sandy loam. The
structure appears to be granular with very friable consistence. The subsurface layer from 12 to 42
bgs Inches consists of pale brown and yellow sandy clay loam. The structure appears to be weak
fine subangular blocky with friable, slightly sticky, slightly plastic consistence. The subsurface layer
from 42 to 60 inches bgs consists of yellowish red and yellow saprolite that has a texture of sandy
loam. The structure appears to be massive with friable consistence. Common fine and few medium
flakes of mica were observed throughout this layer. The subsurface layer from 60 inches to 84
Inches bgs consists of pale brown, white, and yellow loamy sand. The structure appears to be
single grain with loose consistence. Common fine and few medium flakes of mica were observed
throughout this layer. Few common black concretions were observed. Lateral water flow was
observed at 72 inches bgs.
Conc
BMP - 1 - The SHWT at BMP -1 is greater than 12 feet bgs, Lateral water flow was observed at
102 inches bgs. The infiltration rate of the loam soil from the surface to 7 inches bgs ranges from
2.0 to 6.0 inches per hour. The permeability rate of the clay soil from 7 to 34 Inches bgs ranges
from 0.6 to 2.0 inches per hour. The permeability rate of the clay loam soil from 34 to 54 inches bgs
ranges from 0.6 to 2.0 inches per hour. The permeability rate of the saprolite with a texture of
sandy loam from 54 to 102 inches bgs ranges from 2,0 to 6.0 inches per hour. The permeability
rate of the loamy sand from 102 to 144 Inches ranges from 6.0 to 20.0 Inches per hour.
BMP - 2 - The SHWT at BMP - 2 is greater than 10.5 feet bgs. Lateral water flow was observed at
88 Inches bgs. The infiltration rate of the loam soil from the surface to 14 Inches bgs ranges from
2.0 to 6.0 Inches per hour. The permeability rate of the clay soil from 14 to 50 inches bgs ranges
from 0.6 to 2.0 Inches per hour. The permeability rate of the clay loam soil from 50 to 68 Inches bgs
ranges from 0.6 to 2.0 inches per flour. The permeability rate of the loam and clay loam soil from
68 to 78 inches bgs ranges from 0.6 to 2.0 inches per hour. The permeability rate of the sandy clay
loam soil from 78 to 88 inches bgs ranges from 0.6 to 2.0 inches per hour. The permeability rate of
the loamy sand from 88 to 126 -inches ranges from 6.0 to 20.0 inches per hour.
BMP - 3 - The SHWT at BMP - 3 Is greater than 10 feet bgs. The infiltration rate of the loam soil
from the surface to 17 inches bgs ranges from 2.0 to 6.0 inches per hour. The permeability rate of
the clay loam soil from 17 to 46 Inches bgs ranges from 0.6 to 2.0 Inches per hour. The
permeability rate of the sandy clay loam soil from 46 to 72 Inches bgs ranges from 0.6 to 2.0 inches
per hour. The permeability rate of the saprolite with a texture of loam from 72 to 120 inches bgs
ranges from 2.0 to 6.0 inches per hour.

Seasonal Hlgh Water Table Determinatfon
Woodfield Creek
Caveness Fart Road
Wake Forest, North Carolina
ECS Projeot 09-20455
November 1, 2011
BMP — 3 - The SHWT at BMP — 3A is greater than 12 feet bgs, Lateral water flow was observed
at 108 Inches bgs. The infiltration rate of the loan `soli from the. sorfacp to 15 Inches bgs ranges
from 2.0 to 6,0 inches per hour, The permeability rate of f he clay sell from 15 to 32 Inches bgs
ranges from 0.6 to 2.0 inches per hour. The permeability'rate crf the clay loath loll from 32 to 5d
inches bgs ranges from 0.6 to 2,0 Inches per hour, The permeability rate of the sandy loam soil
frorri 50 t .74 inches bgs range; foam 2,0 to .0'Inches per hour, The permeability rate of the loam
soli From 74 to 65 inches bgs ranges from 2.0 to 6.4 inches per hour. The permeability rate of the .
sandy loarra soil from 86 to 105 inches bgs ranges from 2.0 to16.0 inches per hour. The permeability
rate gf tha loamy sand from 10g to 144 inches ranges from 6.0 to 26.0 inches per hour.
BMP - 4 - The SHWT at BMP - 4 Is greater than 7 feet bgs. Lateral water flow was observed at 72
Inches bgs, The infiltration rate of the sandy loam soil from the surface to 12 inches bgs ranges
from 2.0 to 6.0 inches per hour. The permeability rate of the sandy clay loam soil from 12 to 42
Inches bgs ranges from 0.6 to 2.0 inches per hour. The permeability rate of the sandy loam soil
from 42 to 60 inches bgs ranges from 0.6 to 2.0 inches per hour. The permeability rate of the loamy
sand from 60 to 84 Inches ranges from 6.0 to 20.0 inches per hour,
The type of stormwater management facility designed is based on the depth of the SHWT or
confining layer. The information above can be utilized to determine the type of stormwater
management facility best suited for this site according to the North Carolina Division of Water
Quality Storm Water Best Management Practice Manual, dated July, 2007,
Closing
ECS Is pleased to offer you our professional services and we look forward to assisting In any of
your site analysis needs in the future. if you have any questions or require further assistance,
please contact us at 336 -362 -4905.
Respectfully,
ECS CAROLINAS, LLP
Joseph A. Hlrtton, LS
Senior Soil Scientist
Attachment: Figure 1
Cc: C. (NATHAN)
4
qWW -
Michael T. Brame, PWS
Principal Scientist

SOURCE;
SITE PLAN PROVIDED
BY
WSP -SELLS
NO SCALE
FIGURE 1
SHWT BORING LOCATION MAP
WOODFIELD
CAVENESS FARM'ROAD
WAKE FOREST, NORTH CAROLINA
ECS PROJECT NO. 09-20455

REPORT OF ADDITIONAL SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING SERVICES
PROPOSED APARTMENT COMPLEX
ALEXAN AT LIGON MILL
CAVENESS FARMS AVENUE
WAKE FOREST, NORTH CAROLINA
PREPARED FOR:
Mr. Mark Bowles
Managing Director
Trammel Crow Residential
4325 Lake Boone Trail, Suite 220
Raleigh, North Carolina 27607
ECS PROJECT NUMBER 06:14917 -B
October 4, 2007

SOIL CLASSIFICATION LEGEND
GIiI:I;II SM - SILTY SAND
SP- POORLY GRADED SAND
FILL - FILL (POSS /PROS)
`®
OF ALL TYPES.
®
GW - WELL GRADED GRAVEL
®
GM - SILTY GRAVEL
°oo°oag °o
GP - POORLY GRADED GRAVEL
GC - CLAYEY GRAVEL
SW - WELL GRADED SAND
SOIL CLASSIFICATION LEGEND
GIiI:I;II SM - SILTY SAND
SP- POORLY GRADED SAND
SURFACE MATERIALS
ROCK TYPES
TOPSOIL
n IGNEOUS
`®
SC - CLAYEY SAND
®
ML - LOW PLASTICITY SILT
®
CL - LOW PLASTICITY CLAY
®
MH - HIGH PLASTICITY SILT
SURFACE MATERIALS
ROCK TYPES
TOPSOIL
n IGNEOUS
ASPHALT
; % METAMORPHIC
i
GRAVEL
® SEDIMENTARY
CONCRETE
a VOID
® CH - HIGH PLASTICITY CLAY
Hil OH - HIGH PLASTICITY ORGANIC SILTS AND CLAYS
OL - LOW PLASTICITY ORGANIC SILTS AND CLAY
F1PT - PEAT
SYMBOL LEGEND
V WATER LEVEL SYMBOL
® WATER LEVEL - BEFORE CASING REMOVAL
® WATER LEVEL - AFTER CASING REMOVAL
WATER LEVEL - AFTER 24 HOURS

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PROJECT NO.
06.14917 -8
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DATE 10 -0447

330 -1
310
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(DRY)
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SCALE
VERTICAL SCALE P =20'
HORIZONTAL DISTANCES ARE NOT TO SCALE
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(DRY)
250
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SCALE
VERTICAL SCALE P =20'
HORIZONTAL DISTANCES ARE NOT TO SCALE
250
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W
O
fA
li
310
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v
a
09
z
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0
290
Z
ECS REVISIONS
270
EN6INEER DRAFTI46
TCM DAH
SCALE
250 AS SHOWN
PROJECT NO,
06:14917 -8
SHEET
FIGURE 81
DATE 10 -04-07

BUILDING's 9 -12, SEWER EASEMENT AND POOL BORINGS A W 4
BUILDING 11
r-- -I-- -I W i
310 B -35 C -10 BUILDING 12 0
1 1 I . . POOL . 310 Z > _
8 -32 SEWER EASEMENT O
21 $M 46 r..Ih,,.d 1 c S
B -33 as 57 � r
38 SM 52
BUILDING 10 ( 67 54 15 MH C -1 B -36 O
BUILDING 9 1 SM Ii B-37 290 288.9.9 ML • . 5010 Rock 8 290,D I ( z
O B -30 sM s sM C -2 .I 288.5 290
k' 284.0 lz EL 291.20 AR @ 15,0' 22 sM ( m ML 282.6 ---1 -- 22 sM (DRY) EL 289.00 13 sM 22 ML C -3 17 ML 3 sc -sM m Q �,•
w 8-25
8-26 7 48 (DRY) FOR @ 15.0' 22 MH 30 ML I C -4 C-5 11 sM 17 sM -sc a
ML SM EL 282.50 ML 89 ML 1 I 8 sM 28 ML p iii
1 10 35 SM -SC 61 (DRY) 38 38 23 50/3 Weathered Rack z ui 0
ML SM ML 48 Ml 33 SM 19 37 10 SM AR @ 11.4'
270 11 MH 10 SM 39 . sM FOB @'20.0` 33 ML
14 sC a CH -SM EL 272.00 50/5 Weathered Rock 70/3 34 W 18 . se ZB . EOB @ 15.0' ii
21 SP 10 sm 50/3 Weathered Rock (DRY) 50/0 Weathered Rock ML 18 18 EL 273.00 EL DRY 60 270 W iii
ML (DRY) (DRY.
W
14 sv EOB @ 10.0' SR 266. 0' 50/0 Son 17 AU 39 u
AR @ 16.3' EL 266.00 SR @18.0' Weathered Rock i
E06 @ 10.0' EL 263.50 EL 262.70 (DRY) EL 264.00 50/0 50/5 Weathered Rock EOB @ 10.0' J Q a
EL 260.50 (DRY) (DRY) SR @17.0' EL 264.00
(DRY) EL 260.00 50/4 Weathered Rock (DRY)
250 50/0
SR @22.0' . 250 J 101 Q
EL 252.00
J Z
J
GARAGE AND ROADWAY BORINGS U
GARAGE ROADWAY Q
330
� _� 330
C -20 C -19 a
1 I W P
B -14 Z
z5
C -18 39 Ml ML W
310 1 . 50/4 Weathered Rock 50/3 1 O H
50/4 50/0 Weathered Rock 12 310 /y W
C -16 50/5 Weathered Rock C -17 sM B -21
27 ML 33
40 50 /0 I AR @ 11,0' 66 I 0*
37 CL SR @12.5' EL 306.00 '
Fl- 30a.50_ 29810 t!!1 V 0
18 20 ML (DRY) 27 (DRY) EL Oi70 26 ®au Q 0
30 50/0 292.9 19 ML 294,0 B -19 a
Z 290.6 20 291.0 zo (DRY) 291.5 --�
0 290 22 • EL 295.00. C -21 290.0 1 EOB @ 5.0' 29].0 m ® W
SM
wz1 sM (DRY) 26 sM 1 2e7.0 2e7.0 (DRY) 290 > O g
-' 282.0 B -3 BIb 14
-a EOB @ 15.0' EOB @ 15.0' as ML ct 9-24
EL 283.00 EL 284.00 26 1 EOB @ 5.0' I z 1�
(DRY) (DRY) 16 ML EL 282.50
270 15 272.0 19 3 ® ML (DRY) 29 x ECS REVISIONS
5M - -- ®� CL
50/0 'Weathered Rock C-22. EOB @ 5.0''
AR @ 15.0' 1 E0B @ 5.0' EL 272,00 EOB Gb 5.0' 270
EL 268.00 EL 270.00 (DRY) EL 271.00
(DRY) 34 a (DRY) (DRY)
33
42 sM ENGINEER
35 DRAFTING
250 . EOD @ 10.0' 250 � LE DAH
EL 252.00
(DRY) AS SHOWN
PROJECT NO.
SCALE 06:14917 -9
VERTICAL SCALE V =20' SHEET
HORIZONTAL DISTANCES ARE NOT TO SCALE FIGURE R2
DATE 10 -04-07