20140759 Ver 1_Stormwater Info_20140721 (102)

Hugh J Gilleece, III & Associates, P.A. 875 Walnut Street, Suite 360
Consulting Engineers Cary, North Carolina 27511
g g neers (919) 469 -1101
Business License C -496
[e-mail]
Stormwater Management Report
for
Beazer Vaughan Subdivision
Ralph Stephens Road
Holly Springs, North Carolina
Prepared For
Beazer Homes - Raleigh
ATTN: Britt Spivey ,� + ++ G A•.•(�� �,,��+
4509 Creedmoor Road Suite 200 0 •�``,'� •,�••�5��
Raleigh, NC 27612
j
Prepared by
Hugh J. Gilleece, III and Associates
December 9 2013 LD P
Revised April 21, 2014
Revised June 1, 2014
Revised June 30, 2014

Beazer Vaughan Subdivision
Stormwater Management Report
Table of Contents
Project Narrative
Stormwater Design Executive Summary
Existing and Proposed Drainage Maps
BMP Sizing Calculations
Flows Before and After Construction
Nitrogen Export Calculations
TSS Removal Calculations
Soils Information
Stormwater Fee -In -Lieu Request Form
Flood Study
Approved Land Use Map
Pre - Construction Notification
Hydraulic Grade Line Analysis
Erosion Control Calculations
Appendix
2
3
3
4
4
5
5
5
5
5
5
6
6
6
6

Project Narrative
This project is located on the west side of NC Highway 55 just south of Ralph Stephens Road. The
project is 73 acres in size. It is also bounded on all sides by undeveloped land. It is approximately
1.7 miles south of the center of Holly Springs in Wake County, North Carolina.
A separate flood study is prepared by Sungate Design Group. In this study, Basal Creek, an eastern
tributary and middle tributary is identified. Basal Creek flows to Bass Lake. Eventually it flows to
the Neuse River. The flood study should be referred to for the storm culvert crossing (dual 48"
RCP) and the greenway crossing backwater calculations/ elevations.
About half of the property is currently used for agriculture with the remainder wooded along the
stream. The topography is gently sloped with most of the property draining to either the eastern or
middle tributary, and Basal Creek. A small portion of western tract flows to the west and then
enters into Basal Creek.
This site is proposed to be built with single family residential homes. A total of 157 units are being
proposed.
The drainage is expected to be collected by having curb and gutter. These areas will be collected in
catch basins and conveyed by pipes. Roof drains from the homes are to be daylighted to the curbs
and then collected by the storm catch basins.
The stormwater management objectives are to remove the stormwater from the developed areas.
The stormwater is to be treated to remove some of the nitrogen from it. It is also to be retained to
reduce the peak outflow for the one year storm to that of the pre - development flow rate.
It is proposed to treat and retain the flow volume for the site through 3 separate wet ponds (two on
the west side of the middle tributary, and one on the east side of the middle tributary.
Stormwater Design Executive Summary
The Executive Summary is in the Appendix.
3

Existing and Proposed Drainage Area Maps
The drainage divides and flood lines are shown on the Existing Conditions sheet. The time of
concentration flow line is shown on the Existing Conditions sheet. The proposed conceptual
drainage basins are shown in the attached exhibits 1A — 1D. Exhibit 1A has the Overall Drainage
Plan, and the Exhibits 1B- 1D have the drainage basins shown on a 1 " =50' scale. The composite c
values used for the drainage areas are shown on Exhibit 1 E.
There is a significant amount of offsite water north of the property. This runoff will be collected
via two separate storm sewer systems identified as run 100 — 104 and 215A -215 on the drainage
map that will bypass the site. A development factor of 0.84 was used in sizing the pipe. The time
of concentration was used based on the Sungate Flood Study. To divert the offsite water to the yard
inlets, ditches 2 — 4 have been designed. The ditch calculations are included in the appendix under
the erosion control section. Grass lining is adequate for the permanent condition, while temporary
lining is needed for the construction phase. A summary of the ditch lining is included on Sheet 3 of
the construction drawings.
A second storm water system for the offsite roadway (runs 200 — 217) includes two yard inlets for
runoff upstream of the roadway. There are no natural ditches on the upstream property since this
land is presently farmed. Drainage is via sheet flow.
Yard inlets 216 and 217 pick up a small portion of this upstream runoff. A development c value of
0.84 was used in the calculations. We assume that when the upstream property is development, a
BMP in the vicinity of yard inlet of 215 will be built. The pipe from 215 is oversized to provide for
the outfall from this potential BMP.
BMP Sizing Calculations
Size calculations have been performed on three proposed ponds. WP #1 will cover 5.5 acres, WP
#2 covers 11.8 acres and WP #3 an additional 15.8 acres. Exhibit 3 shows the contributing area for
the three ponds. On this exhibit, we are showing the offsite drainage area for the offsite roadway /
impervious area. This area is not being treated in a BMP with this project.
The pond worksheet in the Appendix shows the drainage area to each pond, the required treatment
volume, and the flows for each storm level.
These ponds meet the DWQ requirements for the minimum surface area and storage of treatment
volumes, based on the 90% TSS removal for the wetponds 1, 2 and 3. Final designs for the three
ponds are included in the appendix.
The outfall from FES 200 is designed to flow into a splitter box and the 1 inch / hour runoff is
diverted into a level spreader / filter strip. The 1 inch runoff is 1.77 cfs, which requires a 20 foot
long level spreader. The filter strip (50' wide) will be grassed after the TST #4 is regraded to final
elevations.
0

Flows Before and After Construction
A separate flow study has been prepared by Sungate Design Group. This report has been prepared
separately. See this report for the dual 48" pipe crossing and greenway crossing backwater
calculations / elevations.
The appendix following this summary has also evaluated the pre and post conditions for the 73 acre
site. A routing analysis for this watershed was done using Hydraflow Hydrographs Extension for
Autocad (SCS method).
The pre developed condition for the 73 acres has a peak flow of 20 cfs and is identified as
Hydrograph 8 in the report. The post condition has three drainage areas flowing into wetponds #1,
#2 and 3. The composite post condition combines the hydrographs from the three wetpond
outflows with the remaining 40.0 acres of area that bypasses the ponds. For the 1 year storm, the
post developed condition reduces the flow from 20.1 cfs to 11.8 cfs.
Nitrogen Export Calculations
These are shown in the Stormwater Design Executive Summary. The offsite roadway consists of
1.34 acres with an impervious area of 0.77 acres. The nitrogen table has been reflected to include
this value in the total nitrogen offset.
TSS Removal Calculations
The wet retention ponds in this project are designed using the surface area calculation from DWQ
for the 90% removal of Total Suspended Solids.
Soils Information
The site is shown on a part of the Apex USGS quadrangle and on the Wake County Soil Survey
map. These are in the Appendix.
Stormwater Fee -In -Lieu Request Form
This form is in the Appendix. This form includes the offsite roadway impervious area in the
calculations.
Flood Study
5

The flood study has been supplied by Sungate Design Group separately.
Approved Land Use Map
The approved land use map for this area is shown in the Appendix.
Pre - Construction Notification
The final design has been modified to include the first review comments by the Town of Holly
Springs. The impacts for the roadway and utility crossings have been determined and the PCN
form is being prepared by S &EC for submittal to NCDENR/ USACOE.
Hydraulic Grade Line Analysis
This is included in the Appendix. The 10 year design storm along with the 25 year event are
included in the report. The report shows all hydraulic grade lines below the crown for the 10 year
storm. For the 25 year storm hydraulic grade lines are below P of the inlet.
A separate hydraulic grade line study for the 100 year storm was prepared. This report was
generated to determine backwater elevation at the yard inlets. The summary shows all of the
hydraulic grade lines are below the yard inlets except for two yard inlets, numbers 103 and 104
which are for the bypass storm sewer. The ditch to these yards are 2' deep, while the maximum
elevation is 1.4' for yard inlet 104. Therefore the backwater is contained within the ditch for these
two yard inlets.
The spread calculations for the inlets are included in the appendix after the pipe / structure
summary. All of the spreads are less than the allowable 7.5' for the 2 year design storm. The
spread calculations assume that there is 50% clogging at the catch basins.
A copy of the Hydrograph Summary Report is included in the Appendix.
Erosion Control Calculations
Exhibit 2 shows the contributing area to the four sediment basins needed for the project. The
appendix includes the summary for the sediment basin and riprap pads, and the drainage swale
chart used for temporary and permanent lining. The sediment basins outlets have been sized to
obtain as close to 3 days as possible by modifying the skimmer and orifice size.
The riprap pad charts reflect the value of 6 or 8 x the diameter of the pipe to determine the length of
the pad as per table 8.06d. All of the ripraps were designed using the NY DOT Dissipator Method.
Z:\Jobs\20000 \Vaughn Properly \Documents \Reports\Beazer Vaughan StormManageRpt rev2.DOC
2

Appendix

Appendix Table of Contents
The Stormwater Design Executive Summary
BMP Calculations for Wet Pond # 1
BMP Calculations for Wet Pond # 2
BMP Calculations for Wet Pond #3
Hydrograph Return Summary
The USGS quadrangle map and the soil survey map
The Stormwater Fee -in -Lieu Request Form
Anti Flotation Calculations
Erosion Control Calculations
Riprap Calculations

The Stormwater Design Executive Summary follows this page.

THE TOWN OF
%!oily
. Springs
NORTH CAROLINA
Stormwater Design Executive Summary
TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
Project Information
Project Name: Beazer Vaughan Subdivision
Sub -Shed
Phase, if applicable:
N/A
Area
(acres)
Previous Project Name
if applicable:
N/A
Q100
(CFS)
PIN:
065803133419 and 0658034571
Project Contact Person:
Jay Gilleece
20.1
Phone Number:
(919) 469 -1101
81
Email:
I [e-mail]
5.00
Site Information / Overview
Total Site Acreage:
73.0 (inc.1.35 (Offsite)
acres
Watershed Name:
®
Neuse River Basin
❑ Cape Fear River Basin
Tributary Name:
Basal Creek
(Creek Name(s))
Total Site Impervious Area (Existing):
0.00
acres
Total Site impervious Area (Proposed):
16.8 (inc.0.77 oirtsite)
acres
Site Percent Impervious Area (Existing):
0.0
Per cent
Site Percent Impervious Area (Proposed):
23.7
Per cent
58
Stormwater Summary Tables
5
A. Peak Discharge Summary
Peak Discharge Rate Table
for Pre - Development Conditions
Sub -Shed
CN
C
Area
(acres)
tc
(min.)
Q1
(CFS)
Q100
(CFS)
1.
58
73
5
20.1
2.
81
11.8
5.00
2.9
3.
81
15.8
5.0
4.4
4.
58
38.4
5.0
11.0
5.
Total:
58
73
5
20.1
Peak Discharge Rate Table
for Post - Development Conditions
Sub -Shed
CN
C
Area
(acres)
t,
(min.)
Q1
(CFS)
Q100
(CFS)
1.
81
5.5
5.00
1.0
2.
81
11.8
5.00
2.9
3.
81
15.8
5.0
4.4
4.
58
38.4
5.0
11.0
5.
Total:
68
73
5
11.4
Drawdown calculations for the First Flush Volume and the 1 -year storm are not required for the
Preliminary Stormwater Report and Calculations. However, designer shall take note that these
requirements exist and should be factored into the overall stormwater management design.
16005 SW Ex. Summary 4.1.08 Page 1 of 5

THE TOWN OF
"Oily Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
B. Total Nitrogen (TN) Export Summary
Method 1 (Residential Subdivisions with Unknown Building Footprints)
Pre - Developed
Nitrogen Export Summary Table
Type of Land Cover
Area
(acres)
TN Export
Coefficient
(Ibs /ac /yr)
TN
Export from
Use
(Ibs /yr)
Existing Forestland
TN
1.7
Existing Pasture
TN
4.4
Existing Residential
(Ibs /ac /yr)
7.5
from Use
Existing Cropland
D.UO
13.6
Rate
Existing
Commercial /Industrial
13
Total:
Permanently
Nitrogen Loading Rate Ibs /ac/ r
Graph 2: Total Nitrogen Export from Riglit -of -Way
25.0
°0.0
x
15.0
E
u 10.0
t:
5.0
0.0
0% 10% 20% 30;0 400.6 500.6 60% 70% 50% 90% 100%
Percentage of Right -of -War that is Impenians
16005 SW Ex. Summary 4.1.08 Page 2 of 5
Post - Developed (after BMP reductions)
Nitrogen Export Summary Table
Type of Land Cover
Area
TN Export
BMP
TN
Coefficient
TN
Export
(acres)
(Ibs /ac /yr)
Removal
from Use
D.UO
Rate
(Ibs /yr)
Permanently
0.6
Protected
600
Undisturbed Open
Space
Permanently
1.2
Protected
Managed Open
Space
—
Lots
i
2.Do
(use Graph 1)
Right -of -Way (use
Graph 2)
0.0U
Total:
Nitrogen Loading
Rate Ibs /ac/ r
Gmph 1: Total Nin•ogen Export from Lots
1–'.00
10.00
D.UO
600
Y
z
4.00
—
i
2.Do
0.0U
0 _ 4 6 D 10 1' 14 16 18 20 __ 24 26 '_D 30 32
\amber of Lots per A-

_ THE TOWN OF
Molly
Springs
NORTH CAROLINA
Stormwater Design Executive Summary
TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
Method 2 (Sites with Known Impervious)
Post - Developed (after BMP reductions)
Pre - Developed
Type of Land
Nitrogen
Export Summary Table
BMP
Type of Land Cover
Area
TN Export
TN
TN
Export
Coefficient
Export from
(Ibs /ac /yr)
(acres)
(Ibs /ac /yr)
Use
Rate
(Ibs /yr)
Existing Forestland
56
1.7
95.2
Existing Pasture
0.00
4.4
0.00
Existing Residential
0
7.5
0
Existing Cropland
17.0
13.6
231.2
Existing
0.00
13
0.00
Commercial /Industrial
Total:
73
38.4
326.4
Nitrogen Loading Rate
Ibs /ac/ r
4.47
Post - Developed (after BMP reductions)
Nitrogen Export Summary Table
Type of Land
Area
TN Export
BMP
TN
Cover
Coefficient
TN
Export
(acres)
(Ibs /ac /yr)
Removal
from Use
Rate
(Ibs /yr)
Permanently
17.8
0.6
0
10.68
Protected
Undisturbed
Open Space
Permanently
38.4
1.2
0
46.1
Protected
Managed Open
Space
Impervious
16.8
21.2
25
267
Total:
73.0
323.78
Nitrogen Loading Rate Ibs /ac/ r
4.43
C. 85% Total Suspended Solids (TSS) Removal Summary
Provide brief description of how 85% TSS removal is being achieved:
By providing wet retention ponds with 90% TSS.
16005 SW Ex. Summary 4.1.08 Page 3 of 5

oKTHE TOWN OF
" Holly Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
D. Storm Drainage Conveyance Summary
Design engineer shall complete the tables below (or attach tables containing the
identical information and layout) for each storm drainage system analyzed. If site
conditions require analysis beyond 25 -year rainfall event (such as an arterial crossing),
then designer shall include additional tables as needed.
Structure Summary (10 Year Event)
Structure
ID
See
Structure
Type
(Town
Standard
Drainage
Rational
'C'
Schedule
Rainfall
Intensity
110'
(in /hr)
Drainage
Area
(acres)
Surface
Flow
In
(cfs)
Total
Flow
Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
HGL
In
Pipe?
(Yes /No)
7GL25Pipe
acity
1, a
See
Drainage
Schedule
Structure Summary (25 Year Event)
Structure
ID
Structure
Type
(Town
Standard #)
Rational
'C'
Rainfall
Intensity
125'
(in /hr)
Drainage
Area
(acres)
Surface
Flow
In
(cfs)
Total
Flow
Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
Freeboard
To Rim
(feet)
7GL25Pipe
acity
1, a
See
Drainage
Schedule
Storm Drainage Piping Summary
U.S.
Structure
ID
D.S.
Structure
ID
Pipe
Length
(feet)
Pipe
Diam.
(inches)
Slope
(ft/ft)
U.S.
Inv.
(feet)
D.S.
Inv.
(feet)
Qio
(cfs)
Q25
(cfs)
QOther
(cfs)
HGLio
(feet)
7GL25Pipe
acity
1, a
See
Drainage
Schedule
16005 SW Ex. Summary 4.1.08 Page 4 of 5

THE TOWN OF
Holly Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
E. Individual BMP Summary
Include additional BMP information if appropriate:
16005 SW Ex. Summary 4.1.08 Page 5 of 5
Infiltration
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ca
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a-
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ry
Q
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LZ
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� Ez
rn o
co
p
a) o.-
Z
Y
O�
06
IL
(acres)
(Y / N)
(Y / N)
(cubic ft)
(Y / N)
(Y / N)
WP
Wet Pond
1
5.5
Y
90
25
Y
31000
N
N
Y
Y
#1
WP
Wet Pond
2
11.8
Y
90
25
Y
70000
N
N
Y
Y
#2
WP
Wet Pond
3
15.8
Y
90
25
Y
58000
N
N
Y
Y
#3
Include additional BMP information if appropriate:
16005 SW Ex. Summary 4.1.08 Page 5 of 5

Structure Summary (10 Year Event)
Structure
ID
Structure
Type
(Town
Standard
Rationa
I C
Rainfall
Intensity
Ho
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
HGL
In
Pipe?
(Yes /No)
51
CB
0.59
7.0
0.19
0.78
6.18
412.47
418.01
413.291
Yes
50
2 -CB
0.57
7.0
0.64
2.57
8.72
411.26
419.00
412.65
Yes
49
CB
0.62'
7.0
0.59
2.56
11.26
410.67
418.86
411.87
Yes
48
CB
0.55
7.0
0.10
0.39
11.58
409.20
416.00
409.92
Yes
47
CB
0.55
6.9
0.271
1.02
12.49
401.33
408.33
402.04
Yes
55
YI
0.32
7.2
0.621
1.43
1.43
417.70
422.00
418.03
Yes
52
YI
0.42
7.2
0.14
0.42
1.84
415.53
424.00
416.07
Yes
56
CB
0.56
7.2
0.28
1.11
1.11
413.91
418.41
414.26
Yes
57
CB
0.53
7.2
0.31
1.20
1.20
399.68
406.56
400.04
Yes
60
CB
0.5
7.2
0.18
0.65
0.65
403.67
408.43
403.98
Yes
59
CB
0.57
7.2
0.27
1.11
1.78
403.16
408.19
403.61
Yes
26
CB
0.53
7.2
0.47
1.79
1.79
418.01
429.86
418.45
Yes
23
CB
0.52
7.0
0.15
0.55
6.31
416.94
429.71
417.57
Yes
22
JB
0.5
6.9
0.00
0.00
6.23
410.06
415.30
410.66
Yes
27
CB
0.61
7.2
0.58
2.55
2.54
420.65
426.79
421.29
Yes
25
CB
0.57
7.2
0.40
1.64
4.11
420.04
427.04
420.761
Yes
24
CB
1 0.51
7.11
0.001
0.001
4.071
418.74
428.76
419.461
Yes
5
2 -CB
0.6
7.2
0.55
2.39
2.39
418.58
423.06
419.20
Yes
4
2 -CB
0.64
7.2
0.30
1.36
3.74
417.92
423.06
418.51
Yes
3
JB
0.5
6.7
0.00
0.00
12.47
415.06
423.92
415.66
Yes
2
JB
0.5
6.6
0.00
0.00
12.45
410.12
414.71
410.98
Yes
9
CB
0.63
7.2
0.28
1.28
1.28
426.27
431.40
426.65
Yes
8
CB
0.96
7.2
0.10
0.71
1.98
425.80
431.32
426.33
Yes
7
CB
0.63
6.8
0.26
1.11
6.32
421.95
428.00
422.92
Yes
6
CB
0.56
6.7
0.16
0.59
9.05
418.55
424.97
419.42
Yes
10
CB
0.6
7.2
0.55
2.39
2.39
420.06
425.04
420.68
Yes
11
CB
0.68
7.2
0.19
0.92
0.92
424.77
429.34
425.15
Yes
7B
CB
0.65
7.2
0.29
1.33
2.25
423.17
429.92
423.77
Yes
7A
CB
0.61
7.1
0.29
1.28
3.51
422.72
429.92
423.48
Yes
103
YI
0.84
6.2
4.16
21.79
21.79
424.43
428.90
426.10
Yes
102
YI
0.84
6.1
1.92
9.92
39.56
414.95
424.50
417.07
Yes
101
JB
0.5
6.1
0.00
0.00
39.06
412.31
422.36
414.26
Yes
104
YI
0.84
6.2
1.59
8.33
8.33
417.64
421.50
418.76
Yes
201
2 -CB
0.57
7.2
0.31
1.29
1.29
421.00
424.61
421.49
Yes
202
2 -CB
0.49
7.2
0.71
2.51
3.78
420.54
425.00
421.23
Yes
203
CB
0.6
6.3
0.31
1.15
15.18
418.66
426.00
420.06
Yes
214
CB
0.56
6.2
0.23
0.81
15.96
417.94
426.02
418.94
Yes
210
CB
0.55
7.2
0.22
0.86
0.86
439.59
445.00
439.95
Yes
209
1 CB
1 0.581
7.21
0.201
0.851
1.711
439.001
445.191
439.41
Yes

Structure Summary M 0 Year Evpntl
OS1
Structure
Rainfall
Drainage
Surface
Total Flow
406.321
412M1
408.20
OS2
Type
Intensity
Area
Flow
Peak Out
Inv.Out
Rim
HGL
HGL
Structure
(Town
Rationa
1 60.001
387.111
393.401
389.33
ID
Standard
I C
110
Peak In
(cfs)
In
(acres)
(cfs)
Pipe?
in /hr
(feet)
(feet)
(feet)
(Yes /No)
208
CB
0.52
7.1
0.23
0.84
2.53
437.78
445.35
438.381
Yes
207
CB
0.7
6.6
0.17
0.80
6.34
436.54
446.02
437.311
Yes
206
CB
0.5
6.5
0.00
0.00
6.21
432.37
446.62
433.20
Yes
205
CB
0.62
6.4
0.18
0.72
9.20
430.44
440.83
431.17
Yes
204
CB
0.57
6.3
0.30
1.09
10.84
426.25
434.25
427.02
Yes
211
CB
0.57
7.2
0.18
0.76
0.76
441.02
446.02
441.19
Yes
212
CB
0.5
7.2
0.23
0.83
0.83
436.09
440.83
436.39
Yes
213
CB
0.56
7.2
0.18
0.75
0.75
428.26
433.97
428.551
Yes
216
YI
0.84
6.6
0.45
2.51
2.51
438.00
444.00
438.421
Yes
217
YI
0.84
6.61
0.301
1.651
1.651
434.261
440.00
434.661
Yes
215
YI
0.84
6.21
8.031
42.081
42.081
420.601
427.00
421.771
Yes
OS1
- BOX
1 26.001
406.321
412M1
408.20
OS2
BOX
1 54.001
385.001
389.801
387.04
OS3
BOX
1 60.001
387.111
393.401
389.33
222 1 HW I I I 1 1 246.201 411.401 413.57 414.20

Structure Summary (25 Year Event)
Structure
ID
Structure
Type
(Town
Standard
Rational C
Rainfall
Intensity
i25
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
Freeboard
To
Rim
75A
CB
0.55
8.2
0.51
2.28
1.83
407.57
413.06
408.03
5.04
75
CB
0.52
7.6
0.21
0.84
26.25
405.81
413.06
407.56
5.50
74
CB
0.51
7.5
0.19
0.73
36.51
403.78
412.03
405.36
6.67
73
CB
0.52
7.4
0.37
1.41
40.11
398.50
407.00
399.73
7.27
72
2 -CB
0.58
7.4
0.27
1.14
43.65
391.74
402.77
393.24
9.53
77A
CB
0.54
8.2
0.75
3.31
2.71
411.67
418.00
412.17
5.83
77
CB
0.51
7.9
0.20
0.79
11.61
410.22
417.82
411.23
6.59
76
CB
0.51
7.8
0.13
0.51
24.16
408.39
415.79
410.06
5.73
80A
CB
0.49
8.2
1.40
5.61
4.22
418.58
423.55
419.45
4.09
80
CB
0.49
8.0
0.75
2.95
6.62
417.861
422.51
419.09
3.42
79
CB
0.52
8.0
0.37
1.54
8.11
417.53
422.55
418.28
4.27
78
CB
0.55
8.0
0.07
0.29
8.37
414.07
421.02
414.91
6.11
81
CB
0.59
8.2
0.88
4.24
3.40
403.00
408.00
403.37
4.63
84
CB
0.57
8.2
0.17
0.81
1.57
406.59
412.21
407.41
4.81
83
CB
0.56
8.0
0.17
0.77
7.52
406.13
412.19
407.19
5.00
82
CB
0.55
8.0
0.59
2.57
10.52
405.541
411.95
406.37
5.58
84A
CB
0.61
8.2
0.84
4.20
3.43
413.251
418.00
414.00
4.00
83A
CB
0.58
8.2
0.40
1.91
5.17
412.47
417.47
413.40
4.07
86A
YI
0.43
8.2
0.73
2.59
2.59
415.30
421.00
415.94
5.06
86
CB
0.56
7.8
0.72
3.13
9.77
411.02
415.42
412.23
3.19
85
CB
0.6
7.8
0.32
1.50
12.26
410.10
415.95
411.04
4.91
89
YI
0.47
8.2
0.41
1.56
1.56
417.92
421.50
418.34
3.16
88
YI
0.44
8.0
0.47
1.66
3.18
415.571
420.00
416.29
3.71
87
CB
0.66
7.8
0.29
1.48
4.59
411.57
416.31
412.54
3.77
90
CB
0.52
8.2
0.41
1.76
2.60
396.31
401.81
396.96
4.85
40
CB
0.62
8.2
0.44
2.24
2.24
423.32
428.32
423.92
4.40
39
CB
0.56
8.1
0.47
2.14
4.36
420.32
427.03
421.17
5.86
58
CB
0.5
8.0
0.00
0.00
7.55
416.17
422.17
416.79
5.38
38
CB
0.58
8.0
0.40
1.86
12.67
404.51
411.68
405.57
6.11
37
CB
0.5
7.9
0.00
0.00
14.59
399.64
410.46
401.01
9.44
36
CB
0.63
7.7
0.63
3.04
17.89
397.17
406.56
398.69
7.87
35
CB
0.54
7.6
0.29
1.21
19.41
395.52
404.94
397.10
7.83
34
2 -CB
0.61
7.6
0.71
3.26
27.73
393.48
404.67
396.05
8.61
33
CB
0.5
7.6
0.40
1.50
29.19
392.95
404.68
395.51
9.17
32
J
0.5
7.5
0.00
0.00
42.78
392.74
405.64
394.00
11.64
41
CB
0.56
8.2
0.47
2.16
2.00
420.44
425.44
421.10
4.35
42
CB
0.65
8.1
0.21
1.12
3.10
420.19
425.44
420.56
4.88
43
CB
0.64
8.2
0.66
3.48
3.42
406.95
412.20
407.69
4.50
46
YI
0.5
8.2
0.44
1.79
1.79
405.16
409.50
405.69
3.81
45
Yl
0.41
7.8
0.81
2.59
4.28
400.87
406.501
401.41
5.09
44
YI
0.45
7.7
0.27
0.94
5.19
397.32
406.50
397.92
8.58
54
CB
0.56
8.21
0.311
1.40
1.40
418.10
423.43
418.50
4.93
53
CB
0.66
8.11
0.281
1.501
4.94
414.75
422.91
415.47
7.44

Structure Summary (25 Year Event)
Structure
ID
Structure
Type
(Town
Standard
Rational C
Rainfall
Intensity
i25
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet) I
Rim
(feet)
HGL
(feet)
Freeboard
To
Rim
51
CB
0.59
8.0
0.19
0.88
6.99
412.47
418.01
413.68
4.33
50
2 -CB
0.57
7.9
0.64
2.90
9.84
411.26
419.00
413.18
5.82
49
CB
0.62
7.9
0.59
2.89
12.69
410.67
418.86
412.25
6.61
48
CB
0.55
7.8
0.10
0.43
13.05
409.20
416.00
409.96
6.04
47
CB
0.55
7.8
0.27
1.15
14.06
401.33
408.33
402.09
6.24
55
YI
0.32
8.2
0.62
1.62
1.62
417.70
422.00
418.06
3.94
52
YI
0.42
8.1
0.14
0.48
2.08
415.53
424.00
416.11
7.89
56
CB
0.56
8.2
0.28
1.26
1.26
413.91
418.41
414.29
4.12
57
CB
0.53
8.2
0.31
1.36
1.36
399.68
406.56
400.07
6.50
60
CB
0.5
8.2
0.18
0.74
0.74
403.67
408.43
404.01
4.43
59
CB
0.57
8.1
0.27
1.26
2.05
403.16
408.19
403.64
4.55
26
CB
0.53
8.2
0.47
2.03
2.03
418.01
429.86
418.48
-11.38
23
CB
0.52
7.9
0.15
0.62
7.08
416.94
429.71
417.61
12.10
22
J
0.5
7.8
0.00
0.00
6.98
410.061
415.30
410.70
4.60
27
CB
0.61
8.2
0.58
2.89
2.87
420.651
426.79
421.33
5.45
25
CB
0.57
8.1
0.40
1.86
4.61
420.04
427.04
420.82
6.22
24
CB
0.5
8.1
0.00
0.00
4.55
418.74
428.76
419.51
9.25
5
2 -CB
0.6
8.2
0.55
2.71
2.71
418.58
423.06
419.24
3.82
4
2 -CB
0.64
8.2
0.30
1.54
4.24
417.92
423.06
418.56
4.50
3
J
0.5
7.5
0.00
0.00
14.03
415.06
423.92
415.70
8.22
2
J
0.5
7.5
0.00
0.00
14.00
410.12
414.71
411.04
3.66
9
CB
0.63
8.2
0.28
1.45
1.45
426.27
431.40
426.67
4.72
8
CB
0.96
8.2
0.10
0.81
2.25
425.80
431.32
426.37
4.95
7
CB
0.63
7.6
0.26
1.25
7.12
421.95
428.00
422.98
5.02
6
CB
0.56
7.5
0.16
0.67
10.18
418.55
424.971
419.49
5.48
10
CB
0.6
8.2
0.55
2.71
2.71
420.06
425.041
420.72
4.32
11
CB
0.68
8.2
0.19
1.04
1.04
424.77
429.341
425.17
4.17

Structure Summary t25 Year Eventl
Structure
ID
Structure
Type
(Town
Standard
Rational C
Rainfall
Intensity
i25
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
Freeboard
To
Rim
7B
CB
0.65
8.1
0.29
1.51
2.55
423.17
429.92
423.81
6.11
7A
CB
0.61
8.1
0.29
1.44
3.98
422.72
429.92
423.53
6.39
103
YI
0.84
6.9
4.16
24.22
24.22
424.43
428.90
426.17
2.73
102
YI
0.84
6.8
1.92
11.01
43.90
414.951
424.50
418.10
6.40
101
J B
0.5
6.7
0.00
0.00
43.31
412.31
422.36
414.52
7.84
104
YI
0.84
6.9
1.59
9.26
9.26
417.64
421.50
420.06
1.44
201
2 -CB
0.57
8.2
0.31
1.46
1.46
421.00
424.61
421.62
2.99
202
2 -CB
0.49
8.1
0.71
2.84
4.28
420.54
425.00
421.38
3.62
203
CB
0.6
7.0
0.31
1.29
16.90
418.661
426.00
420.14
5.86
214
CB
0.56
7.0
0.23
0.90
17.77
417.941
426.02
419.01
7.02
210
CB -
-0.55
8.2
- 0.22
0.98
0.98
439.591
445.00
439.98
5.02
209
CB
0.58
8.1
0.20
0.96
1.93
439.001
445.19
439.44
5.76
208
CB
0.52
8.0
0.23
0.95
2.86
437.781
445.35
438.42
6.93
207
CB
0.7
7.4
0.17
0.89
7.10
436.541
446.02
437.36
8.66
206
CB
0.5
7.2
0.00
0.00
6.94
432.371
446.62
433.26
13.36
205
CB
0.62
7.1
0.18
0.80
10.26
430.441
440.83
431.22
9.61
204
CB
0.57
7.0
0.30
1.21
12.09
426.25
434.25
427.07
7.18
211
CB
0.57
8.2
0.18
0.86
0.86
441.02
446.02
441.20
4.82
212
CB
0.5
8.2
723
0.94
0.94
436.09
440.83
436.41
4.42
213
CB
0.56
8.2
0.18
0.85
0.85
428.26
433.97
428.57
5.41
216
YI
0.84
7.4
0.45
2.81
2.81
438.00
444.00
438.44
5.56
217
YI
0.84
7.4
0.30
1.85
1.85
434.261
440.00
434.68
5.32
215
YI 1
0.841
6.9
8.03
46.79
46.79
420.60
427.00
421.85
5.15

Storm Drainage Piping
ary
U.S.
D.S.
Pip e
Length
(feet)
29.11
Pipe
Slope
U.S.
D.S.
Quo
Q2s
Qer
HGL�o
Pipe
Capacity
Structure
ID
Structure
ID
(inches)
Inv.
Inv.
r °, i, a
52
53
15.00
1.99
feet
415.53
feet )
414.95
(cfs)
1.84
(cfs
2.08
cfs
feet
416.07
9.83
56
51
25.83
15.00
0.97
413.91
413.66
1.11
1.26
414.26
6.85
57
36
26.00
15.00
1.00
399.68
399.42
1.20
1.36
400.04
6.97
60
59
26.04
15.00
1.00
403.67
403.41
0.65
0.74
403.98
6.96
59
37
200.37
15.00
1.00
403.16
401.16
1.78
2.05
403.61
6.96
26
23
30.35
15.00
1.05
418.01
417.69
1.79
2.03
418.45
7.15
23
22
224.03
18.00
2.68
416.94
410.93
6.31
7.08
417.57
18.56
22
21
28.72
18.00
2.99
410.06
409.20
6.23
6.98
410.66
19.61
27
25
35.68
15.00
1.01
420.65
420.29
2.54
2.87
421.29
7.00
25
24
104.59
15.00
1.00
420.04
418.99
4.11
4.61
420.76
6.98
24
23
128.38
15.00
1.01
418.74
417.44
4.07
4.55
419.46
7.01
5
4
26.01
15.00
1.77
418.58
418.12
2.39
2.71
419.20
9.26
4
3
22.43
15.00
1.60
417.92
417.56
3.74
4.24
418.51
8.83
3
2
61.83
24.00
7.67
415.06
410.32
12.47
14.03
415.66
67.56
2
FES1
125.04
24.00
2.00
410.12
407.62
12.45
14.00
410.98
34.53
9
8
27.06
15.00
1.00
426.27
426.00
1.28
1.45
426.65
6.96
8
7
307.30
18.00
1.19
425.80
422.15
1.98
2.25
426.33
12.35
7
6
120.12
18.00
2.83
421.95
418.55
6.32
7.12
422.92
19.06
6
3
81.77
18.00
1.82
418.55
417.06
9.05
10.18
419.42
15.29
10
6
26.37
15.00
4.97
420.06
418.75
2.39
2.71
420.68
15.53
11
7B
40.36
15.00
3.48
424.77
423.37
0.92
1.04
425.15
12.99
7B
7A
24.88
15.00
1.00
423.17
422.92
2.25
2.55
423.77
6.98
7A
7
56.90
15.00
1.00
422.72
422.15
3.51
3.98
423.48
6.97
103
102
260.77
24.00
3.33
424.43
415.75
21.79
24.22
426.10
44.52
102
101
249.02
30.00
0.98
414.95
412.51
39.56
43.90
417.07
43.79
101
FES100
138.47
30.00
1.00
412.31
410.93
39.06
43.31
414.26
44.17
104
102
188.71
18.00
0.90
417.64
415.95
8.33
9.26
418.76
10.72
201
202
26.07
15.00
1.00
421.00
420.74
1.29
1.46
421.49
6.96
202
203
98.30
15.00
1.00
420.54
419.56
3.78
4.28
421.23
6.96
203
214
25.91
24.00
2.01
418.66
418.14
15.18
16.90
420.06
34.57
214
FES200
86.10
24.00
1.09
417.94
417.00
15.96
17.77
418.94
34.43
210
209
26.55
15.00
2.15
439.59
439.02
0.86
0.98
439.95
10.21
209
208
103.90
18.00
0.98
439.00
437.98
1.71
1.93
439.41
11.23
208
207
103.85
18.00
1.00
437.78
436.74
2.53
2.86
438.38
11.34
207
206
296.89
18.00
1.34
436.54
432.57
6.34
7.10
437.31
13.10
206
205
143.00
18.00
1.00
432.37
430.94
6.21
6.94
433.20
11.33
205
204
199.27
24.00
2.00
430.44
426.45
9.20
10.26
431.17
34.53
204
203
229.89
24.00
2.30
426.25
420.96
10.84
12.09
427.02
37.01
211
207
26.00
15.00
9.54
441.02
438.54
0.76
0.86
441.19
21.52
212
205
26.00
15.00
1.00
436.09
435.83
0.83
0.94
436.39
6.97
213
204
26.05
15.00
1.00
428.26
428.00
0.75
0.85
428.55
6.96
216
207
23.06
18.00
2.00
438.00
437.54
2.51
2.81
438.42
16.00
217
205
22.86
18.00
1.01
434.26
434.03
1.65
1.85
434.66
11.37
215
FES215A
91.62
30.00
5.18
420.60
415.85
42.08
46.79
421.77
100.73
OS1
FES OS1
58.00
30.00
0.50
406.32
406.00
26.00
408.20
31.23
OS2
FES OS2
65.66
36.00
1.00
385.00
384.34
54.00
387.04
72.12
OS3
FES OS3
111.44
36.00
1.00
387.11
386.00 1
60.00 1
389.33
71.80
222
221 1
115.08
48.00
1.04 11
411.40
410.20 1
246.20 1
414.20
316.42

Storm Drainage Piping
Summa
U.S.
D.S.
Pipe
Length
(feet)
Pipe
Slope
U.S.
D.S.
Q10
Q25
QOther
HGL10
Pipe
Structure
ID
Structure
ID
(inches)
Inv.
Inv.
rc, t, a
feet
feet
cfs )
(cfs)
(cfs
feet
52
53
29.11
15.00
1.99
415.53
414.95
1.84
2.08
416.07
9.83
56
51
25.83
15.00
0.97
413.91
413.66
1.11
1.26
414.26
6.85
57
36
26.00
15.00
1.00
399.68
399.42
1.20
1.36
400.04
6.97
60
59
26.04
15.00
1.00
403.67
403.41
0.65
0.74
403.98
6.96
59
37
200.37
15.00
1.00
403.16
401.16
1.78
2.05
403.61
6.96
26
23
30.35
15.00
1.05
418.01
417.69
1.79
2.03
418.45
7.15
23
22
224.03
18.00
2.68
416.94
410.93
6.31
7.08
417.57
18.56
22
21
28.72
18.00
2.99
410.06
409.20
6.23
6.98
410.66
19.61
27
25
35.68
15.00
1.01
420.65
420.29
2.54
2.87
421.29
7.00
25
24
104.59
15.00
1.00
420.04
418.99
4.11
4.61
420.76
6.98
24
23
128.38
15.00
1.01
418.74
417.44
4.07
4.55
419.46
7.01
5
4
26.01
15.00
1.77
418.58
418.12
2.39
2.71
419.20
9.26
4
3
22.43
15.00
1.60
417.92
417.56
3.74
4.24
418.51
8.83
3
2
61.83
24.00
7.67
415.06
410.32
12.47
14.03
415.66
67.56
2
FES1
125.04
24.00
2.00
410.12
407.62
12.45
14.00
410.98
34.53
9
8
27.06
15.00
1.00
426.27
426.00
1.28
1.45
426.65
6.96
8
7
307.30
18.00
1.19
425.80
422.15
1.98
2.25
426.33
12.35
7
6
120.12
18.00
2.83
421.95
418.55
6.32
7.12
422.92
19.06
6
3
81.77
18.00
1.82
418.55
417.06
9.05
10.18
419.42
15.29
10
6
26.37
15.00
4.97
420.06
418.75
2.39
2.71
420.68
15.53
11
7B
40.36
15.00
3.48
424.77
423.37
0.92
1.04
425.15
12.99
7B
7A
24.88
15.00
1.00
423.17
422.92
2.25
2.55
423.77
6.98
7A
7
56.90
15.00
1.00
422.72
422.15
3.51
3.98
423.48
6.97
103
102
260.77
24.00
3.33
424.43
415.75
21.79
24.22
426.10
44.52
102
101
249.02
30.00
0.98
414.95
412.51
39.56
43.90
417.07
43.79
101
FES100
138.47
30.00
1.00
412.31
410.93
39.06
43.31
414.26
44.17
104
102
188.71
18.00
0.90
417.64
415.95
8.33
9.26
418.76
10.72
201
202
26.07
15.00
1.00
421.00
420.74
1.29
1.46
421.49
6.96
202
203
98.30
15.00
1.00
420.54
419.56
3.78
4.28
421.23
6.96
203
214
25.91
24.00
2.01
418.66
418.14
15.18
16.90
420.06
34.57
214
FES200
48.72
24.00
1.99
417.94
416.97
15.96
17.77
418.94
34.43
210
209
26.55
15.00
2.15
439.59
439.02
0.86
0.98
439.95
10.21
209
208
103.90
18.00
0.98
439.00
437.98
1.71
1.93
439.41
11.23
208
207
103.85
18.00
1.00
437.78
436.74
2.53
2.86
438.38
11.34
207
206
296.89
18.00
1.34
436.54
432.57
6.34
7.10
437.31
13.10
206
205
143.00
18.00
1.00
432.37
430.94
6.21
6.94
433.20
11.33
205
204
199.27
24.00
2.00
430.44
426.45
9.20
10.26
431.17
34.53
204
203
229.89
24.00
2.30
426.25
420.96
10.84
12.09
427.02
37.01
211
207
26.00
15.00
9.54
441.02
438.54
0.76
0.86
441.19
21.52
212
205
26.00
15.00
1.00
436.09
435.83
0.83
0.94
436.39
6.97
213
204
26.05
15.00
1.00
428.26
428.00
0.75
0.85
428.55
6.96
216
207
23.06
18.00
2.00
438.00
437.54
2.51
2.81
438.42
16.00
217
205
22.86
18.00
1.01
434.26
434.03
1.65
1.85
434.66
11.37
215
FES215A
91.62
30.00
5.18
420.60
415.85
42.08
46.79
421.77
100.73
OS1
FES OS1
64.21
30.00
0.50
406.32
406.00
26.00
408.20
31.23
OS2
FES OS2
65.66
36.00
1.00
385.00
384.34
54.00
387.04
72.12
OS3
FES OS3
111.44
36.00
1.00
387.11
386.00
60.00
389.33
71.80
222
221
115.08
48.00
1.04
411.40
410.20
246.20
414.20
316.42

Structure Summary M 0 Year Event)
Structure
ID
Structure
Type
(Town
Standard
Rationa
I C
Rainfall
Intensity
110
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
HGL
In
Pipe?
(Yes /No)
75A
CB
0.55
7.2
0.51
2.01
1.68
407.57
413.06
408.001
Yes
75
CB
0.52
6.8
0.21
0.75
23.62
405.81
413.06
407.471
Yes
74
CB
0.51
6.7
0.19
0.65
32.72
403.78
412.03
405.25
Yes
73
CB
0.52
6.6
0.37
1.26
36.17
398.50
407.00
399.65
Yes
72
2 -CB
0.58
6.6
0.27
1.02
39.15
391.74
402.77
393.14
Yes
77A
CB
0.54
7.2
0.75
2.91
2.49
411.67
418.00
412.15
Yes
77
CB
0.51
7.0
0.20
0.70
10.63
410.22
417.82
411.18
Yes
76
CB
0.51
6.9
0.13
0.45
21.67
408.39
415.79
409.971
Yes
80A
CB
0.49
7.2
1.40
4.94
3.85
418.58
423.55
419.36
Yes
80
CB
0.49
7.1
0.75
2.61
6.08
417.86
422.51
418.99
Yes
79
CB
0.52
7.1
0.37
1.36
7.41
417.53
422.55
418.24
Yes
78
CB
0.55
7.1
0.07
0.26
7.64
414.07
421.02
414.86
Yes
81
CB
0.59
7.2
0.88
3.74
3.14
403.00
408.00
403.36
Yes
84
CB
0.57
7.2
0.17
0.71
1.25
406.59
412.21
407.32
Yes
83
CB
0.56
7.1
0.17
0.68
6.65
406.13
412.19
407.13
Yes
82
CB
0.55
7.1
0.59
2.28
9.24
405.54
411.95
406.31
Yes
84A
CB
0.61
7.2
0.84
3.70
3.16
413.25
418.00
413.97
Yes
83A
CB
0.58
7.2
0.40
1.68
4.71
412.47
417.47
413.351
Yes
86A
YI
0.43
7.2
0.73
2.28
2.28
415.30
421.00
415.901
Yes
86
CB
0.56
6.9
0.72
2.77
8.76
411.02
415.42
412.17
Yes
85
CB
0.6
6.9
0.32
1.33
10.77
410.10
415.95
410.96
Yes
89
YI
0.47
7.2
0.41
1.38
1.38
417.92
421.50
418.31
Yes
88
YI
0.44
7.1
0.47
1.46
2.81
415.57
420.00
416.24
Yes
87
CB
0.66
6.9
0.29
1.31
4.07
411.57
416.31
412.40
Yes
90
CB
0.52
7.2
0.41
1.55
2.15
396.31
401.81
396.65
Yes
40
CB
0.62
7.2
0.44
1.98
1.97
423.32
428.32
423.88
Yes
39
CB
0.56
7.2
0.47
1.89
3.85
420.32
427.03
421.11
Yes
58
CB
0.5
7.1
0.00
0.00
6.67
416.17
422.17
416.75
Yes
38
CB
0.58
7.1
0.40
1.64
11.23
404.51
411.68
405.48
Yes
37
CB
0.5
7.0
0.001
0.00
12.91
399.64
410.46
400.85
Yes
36
CB
0.63
6.8
0.631
2.71
16.03
397.17
406.56
398.34
Yes
35
CB
0.54
6.8
0.291
1.08
17.38
395.52
404.94
396.62
Yes
34
2 -CB
0.61
6.8
0.711
2.92
24.81
393.48
404.67
395.58
Yes
33
CB
0.5
6.8
0.40
1.34
26.11
392.95
404.68
395.24
Yes
32
JB
0.5
6.7
0.00
0.00
38.28
392.74
405.64
393.92
Yes
41
CB
0.56
7.2
0.47
1.91
1.81
420.44
425.44
421.03
Yes
42
CB
0.65
7.2
0.21
0.99
2.79
420.19
425.44
420.54
Yes
43
CB
0.64
7.2
0.66
3.07
3.05
406.95
412.20
407.31
Yes
46
YI
0.5
7.2
0.44
1.58
1.58
405.16
409.50
405.66
Yes
45
YI
0.41
6.9
0.81
2.29
3.80
400.87
406.50
401.37
Yes
44
YI
0.45
6.8
0.27
0.831
4.61
397.32
406.50
397.88
Yes
54
CB
0.56
7.2
-- 0.311
1.231
1.231
418.10
423.43
418.47
Yes
53 1
CB 1
0.661
7.1
0728
1.321
4.3,71
414.751
422.91 t
415.42
Yes

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BMP Calculations for Wet Pond # 1

Pond Worksheet (for projects in Holly Springs) 90% TSS Removal
Project: Beazer Vaughan Basin: WP #1 Date:
z:\ Jobs\ 20000 \vaughan \Documents \Reports \Pond Work(HS).xls
To Basin
Total Area = 239580 s. f. = 5.50 acres Impervious = 127000
Lawn, etc. = 110000
Factors used on this worksheet: Woods, etc. = 2580
Rational C = 0.616
The following formulas from the SCS method are used:
S = 1000 /CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) 112 /(P + 0.8S)
Storm
I
(iph)
Rational C
SCS CN
SCS CN = 80.8
Woods, etc.
0.54
77
15.43
Lawn, etc.
0.22
61
2 year
5.76
Impervious
0.96
98
SCS S = 2.3784
The following formulas from the SCS method are used:
S = 1000 /CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) 112 /(P + 0.8S)
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 year
4.52
15.43
3.00
1.2997
20.2
2 year
5.76
19.67
3.60
1.7739
21.6
5 year
6.58
22.47
4.65
2.6592
28.3
10 year
7.22
24.65
5.38
3.3027
32.1
25 year
8.19
27.97
6.41
4.2364
36.3
50 year
8.96
30.59
7.21
4.9767
38.9
100 year
9.72
33.19
8.00
5.7171
41.2
Treatment volume = 1 0.2416 acre -ft. = 10523 c. f.
Surface Area Required
mpervious
1=
Rv =
Wet Retention Pond Depth = 4.5 ft.
Impervious = 53.0 % SA/DA Ratio = 2.42%
Surface Area Required = 5799 s. f.
53.01 %
0.5271
11/26/13

Hermit No.
(to be provided by D WQ)
A. 1*0 � A O�OF W ATFRQG
NCDENR r
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.
Project name Beazer Vaughan Subdivision
Contact person Donald A. Sever, P.E.
Phone number 919469 -1101
Date 12/6/2013
Drainage area number Wpl
Site Characteristics
Drainage area -
239,580 ft
Impervious area, post - development
127,000 e
% impervious
53.01
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
2.87 in /hr OK
Minimum volume required
10,543 ft3
Volume provided
12.000 0
OK, volume provided is equal to or in excess of volume required.
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 ft3
Volume provided ft3
Peak Flow Calculations
Is the pre /post control of the 1yr 24hr storm peak flow required?
y (Y or N)
1 -yr, 24 -hr rainfall depth
1.0 in
Rational C, pre- development
0.22 (unitless)
Rational C, post - development
0.63 (unitless)
Rainfall intensity: l -yr, 24 -hr storm
2.87 in /hr OK
Pre - development 1 -yr, 24 -hr peak flow
19.60 ft/sec
Post - development 1 -yr, 24 -hr peak flow
31.90 ft3/sec
Pre /Post 1 -yr, 24 -hr peak flow control
12.30 ft3/sec
Elevations
Temporary pool elevation
412.00 fmsl
Permanent pool elevation
410.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
406.00 fmsl
Top of 1 Oft vegetated shelf elevation
411.00 fmsl
Bottom of 1 Oft vegetated shelf elevation
409.50 fmsl
Sediment cleanout, top elevation (bottom of pond)
407.00 fmsl
Sediment cleanout, bottom elevation
406.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state - required temp. pool?
N (Y or N)
Elevation of the top of the additional volume
fmsl
Form SW401 -Wet Detention Basin- Rev.9- 4118112 Parts I. & II. Design Summary, Page 1 of 2

r clam ivy.
(to be provided by DWQ)
I1.DESIGN:I1NIFORM,4TION, .... .
Surface Areas
Volume, temporary pool
Area, temporary pool
6,206 fl?
Area REQUIRED, permanent pool
6,205 ftz
SAIDA ratio
2.59 (unitless)
Area PROVIDED, permanent pool, Apenpod
6,206 ft2 OK
Area, bottom of 1Oft vegetated shelf, Abm shelf
5,400 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abd and
407 ff�
Volumes
Volume, temporary pool
12,000 ft3
OK
Volume, permanent pool, Vpenn -pool
18,305 ft3
OK
Volume, forebay (sum of forebays if more than one forebay)
3,500 ft3
OK
Forebay % of permanent pool volume
19.1% %
OK
SAIDA Table Data
3.0 :1
OK
Design TSS removal
90 %
OK
Coastal SAIDA Table Used?
n (Y or N)
OK
Mountain /Piedmont SA/DA Table Used?
y (Y or N)
OK
SA/DA ratio
2.59 (unitless)
OK
Average depth (used in SAIDA table):
y (Y or N)
OK
Calculation option 1 used? (See Figure 10 -21b)
n (Y or N)
Volume, permanent pool, Vpermyool
18,305 ft'
Area provided, permanent pool, Aperm -pool
6,206 ftz
Average depth calculated
4.00 ft
OK
Average depth used in SAIDA, dav, (Round to nearest 0.5ft)
4.0 ft
OK
Calculation option 2 used? (See Figure 10 -2b)
y (Y or N)
Area provided, permanent pool, Aperm jwl
6,206 ft
Area, bottom of 1 Oft vegetated shelf, Abm ,belt
5,400 ft'
Area, sediment cleanout, top elevation (bottom of pond). Abotyond
407 ft2
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
2.50 ft
Average depth calculated
4.00 ft
OK
Average depth used in SAIDA, da , (Round to down to nearest 0.5ft)
4.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
y (Y or N)
Diameter of orifice (if circular)
2.00 in
Area of orifice (if- non - circular)
in2
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (He)
0,60 ft
Drawdown through weir?
n (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
19.60 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
31.90 ft/sec
Storage volume discharge rate (through discharge orifice or weir)
1.00 ft3lsec
Storage volume drawdown time
2.50 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
2.5 ft
OK
Vegetated filter provided?
n (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:
8" gate valve
Form SW401 -Wet Detention Basin- Rev.9 -4 /18/12 Parts I. & II. Design Summary, Page 2 of 2

I yr ru racIJva L
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 17, 2014
Pond No. 1 - Pond 1
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 406.00 ft
Stage / Storage Table
Stage (ft)
0.00
1.00
4.00
4.50
5.00
6.00
7.00
8.00
Elevation (ft)
406.00
407.00
410.00
410.50
411.00
412.00
413.00
414.00
Contour area (sqft) Incr. Storage (cult)
1,250 0
2,100 1,657
4,280 9,377
6,000 2,558
7,400 3,344
8,460 7,923
9,580 9,013
11,000 10,281
Total storage (cuft)
0
1,657
11,034
13,591
16,935
24,858
33,871
44,152
Culvert 1 Orifice Structures
Weir Structures
[A]
1131 [C]
[PrfRsrl
[A] [Bl
[C]
[D]
Rise (in)
= 24.00
2.00 0.00
0.00
Crest Len (ft)
= 16.00 15.00
0.00
0.00
Span (in)
= 24.00
2.00 0.00
0.00
Crest El. (ft)
= 412.00 413.10
0.00
0.00
No. Barrels
= 1
1 0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 406.00
410.50 0.00
0.00
Weir Type
= 1 Rect
-
-
Length (ft)
= 60.00
0.00 0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.00
0.00 0.00
n/a
N -Value
= .013
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in /hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage
Storage Elevation
Clv A
Civ B CIv C
PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User
Total
ft
cuft ft
cfs
cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 406.00
0.00
0.00 - --
- -- 0.00
0.00 --
--
- -- - --
0.000
1.00
1,657 407.00
0.00
0.00 -
- -- 0.00
0.00 - --
- --
-- - --
0.000
4.00
11,034 410.00
om
0.00 - --
- -- 0.00
0.00 - --
--
-- - --
0.000
4.50
13,591 410.50
0.00
0.00 -
-- 0.00
0.00 - --
-
-- - --
0.000
5.00
16,935 411.00
0.00
0.07 is - --
-- 0.00
0.00 --
-
- -- - --
0.068
6.00
24,858 412.00
0.00
0.13 is --
- -- 0.00
0.00 --
- --
- - --
0.125
7.00
33,871 413.00
36.23 is
0.16 is --
-- 36.22s
0.00 - --
- --
- -- - --
36.39
8.00
44,152 414.00
39.89 is
0.19 is - --
-- 39.89s
42.65 - --
-
-- - --
82.73

BMP Calculations for Wet Pond # 2

Pond Worksheet (for projects in Holly Springs) 90% TSS Removal
Project: Beazer Vaughan Basin: WP #2
z: \Jobs\20000 \vaughan\ Documents \Reports \PondWork(HS).xls
Total Area = 514008 s. f. = 11.80 acres
Factors used on this worksheet:
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2 /(P + 0.8S)
Date
Rational C
SCS CN
Woods, etc.
0.54
77
Lawn, etc.
0.22
61
Impervious
0.96
98
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2 /(P + 0.8S)
Date
Storm
To Basin
Impervious =
278500
Lawn, etc. =
235000
Woods, etc. =
508
Rational C =
0.621
Storm
I
(iph)
Qp
(cfs)
P
(in)
Q*
(in.)
Tp
(min.)
1 year
4.52
33.41
3.00
1.3176
20.3
2 year
5.76
42.58
3.60
1.7946
21.6
5 year
6.58
48.64
4.65
2.6839
28.3
10 year
7.22
53.37
5.38
3.3296
32.0
25 year
8.19
60.54
6.41
4.2659
36.2
50 year
8.96
66.23
7.21
5.0078
38.8
100 year
9.72
71.85
8.00
5.7497
41.1
Treatment volume = 0.5287 acre -ft. = 23029 c. f.
(min. 3630 c. f. for stormwater wetlands)
Surface Area Required
Wet Retention Pond Depth = 4 ft.
Impervious = 54.2 % SA/DA Ratio =
Surface Area Required = 13495 s. f.
SCS CN = 81.1
SCS S = 2.3361
Impervious
I = 54.18%
Rv = 0.5376
2.63 %
Page 2
11/26/13

Hermit NO.
(to be provided by DWQ)
MA'-'4%A%
O =�F W ATFRQG
NCDENR
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 ill) must be printed, filled out and submitted along with all of the required information.
Project name Beazer Vaughan Subdivision
Contact person Donald A. Sever, P.E.
Phone number 919469 -1101
Date 12/6/2013
Drainage area number Wp2
IL :DESIGN_INFORM,4TION�
q
Site Characteristics
Drainage area
514,008 ftz
Impervious area, post - development
278,500 ftz
%impervious
54.18
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: ) -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 1 Oft 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
23,095 ft3
24,000 ft3
OK, volume provided is equal to or in excess of volume required
ft3
ft3
ft3
ft3
ft3
y (Y or N)
1.0 in
0.22 (unitless)
0.63 (unitless)
2.87 in /hr OK
19.60 ft3
/sec
31.90 ft3
/sec
12.30 ft3 /sec
389.80 fmsl
- 388.50 fmsl
384,00 fmsl
389.00 fmsl
388.00 fmsl
384.00 fmsl
383.00 fmsl
1.00 ft
N (Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2

rerma No.
(to be provided by DWQ)
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Ap np.l
Area, bottom of 1 Oft vegetated shelf, Abot shorn
Area, sediment cleanout, top elevation (bottom of pond), Abotyond
Volumes
Volume, temporary pool
Volume, permanent pool, Vpormyoor
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain /Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
Volume, permanent pool, Vpempwl
Area provided, permanent pool, Ape. -,,.l
Average depth calculated
Average depth used in SAIDA, day, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10 -2b)
Area provided, permanent pool, Apermyoor
Area, bottom of 10ft vegetated shelf, Abot shell
16,800 ftz
13,518 fl
2.63 (unitless)
19,500 e OK
14,300 ft`
384 e
24,000 ft3
53,000 ft3
12,000 ft3
22.6% %
90 %
n (Y or N)
y (Y or N)
2.63 (unitless)
n (Y or N)
53,000 ft'
19,500 ft`
4.00 It
4.0 ft
y (Y or N)
19,500 ft`
14,300 W
Area, sediment cleanout, top elevation (bottom of pond), Abot -pood 384 e
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
4.00 ft
Average depth calculated
4.00 ft
Average depth used in SAIDA, dav, (Round to down to nearest 0.5ft)
4.0 ft
Drawdown Calculations
10 :1
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 (Co)
0.60 (unitless)
Driving head (Ho)
0.60 ft
Drawdown through weir?
n (Y or N)
Weir type
(unitless)
Coefficient of discharge (CN1)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
19.60 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
31.90 ft3 /sec
Storage volume discharge rate (through discharge orifice or weir)
1.00 ft3 /sec
Storage volume drawdown time
2.50 days
OK
Insufficient forebay volume.
OK
OK
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
2,5 ft
OK
Vegetated filter provided?
n (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:
8" gate valve
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Pond No. 2 - Pond 2
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation
= 384.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 384.00
8,800
0
0
4.00 388.00
12,500
42,380
42,380
4.50 388.50
14,850
6,828
49,208
5.00 389.00
17,500
8,078
57,286
6.00 390.00
19,100
18,292
75,578
7.00 391.00
20,780
19,932
95,510
8.00 392.00
22,500
21,632
117,143
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 30.00
2.00 0.00 0.00
Crest Len (ft)
= 16.00 20.00
0.00 0.00
Span (in) = 30.00
2.00 0.00 0.00
Crest El. (ft)
= 389.80 390.50
0.00 0.00
No. Barrels = 1
1 0 0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 385.00
388.50 0.00 0.00
Weir Type
= 1 Rect
-- --
Length (ft) = 75.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No No
Slope ( %) = 1.00
0.00 0.00 n/a
N- Value = .013
.013 _ .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in /hr)
= 0.000 (by Contour)
Multi -Stage = n/a
No No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage 1 Storage / Discharge Table
Stage Storage Elevation
Clv A Civ B Civ
C PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft cuft ft
cfs -cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00 0 384.00
0.00 0.00 - --
- -- 0.00
0.00 --
- -- - - -- 0.000
4.00 42,380 388.00
0.00 0.00 --
-- 0.00
0.00 - --
- -- - -- - -- 0.000
4.50 49,208 388.50
0.00 0.00 - --
-- 0.00
0.00 -
- -- - 0.000
5.00 57,286 389.00
0.00 0.07 is - --
-- 0.00
0.00 -
-- - -- 0.068
6.00 75,578 390.00
4.90 is 0.13 is - --
-- 4.77
0.00 --
- -- -- - 4.891
7.00 95,510 391.00
49.55 is 0.16 is - --
- -- 49.55s
23.55 --
-- - -- - -- 73.26
8.00 117,143 392.00
56.28 is 0.19 is - --
- -- 56.27s
122.35 - --
- -- - -- 178.82

BMP Calculations for Wet Pond # 3

Pond Worksheet (for projects in Holly Springs) 90% TSS Removal Page 4
Project: Beazer Vaughan Basin: large Date: 11/26/13
z:\ Jobs\ 20000 \vaughan\ Documents \Reports \PondWork(HS).xls
To Basin
Total Area = 688248 s. f. = 15.80 acres Impervious = 327500
Lawn, etc. = 270000
Factors used on this worksheet: Woods, etc. = 90748
Rational C = 0.614
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Storm
I
(iph)
Rational C
SCS CN
SCS CN = 80.7
Woods, etc.
0.54
77
44.24
Lawn, etc.
0.22
61
2 year
5.76
Impervious
0.96
98
SCS S = 2.3891
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 year
4.52
44.24
3.00
1.2953
20.1
2 year
5.76
56.37
3.60
1.7687
21.6
5 year
6.58
64.40
4.65
2.6530
28.3
10 year
7.22
70.66
5.38
3.2959
32.1
25 year
8.19
80.15
6.41
4.2290
36.3
50 year
8.96
87.69
7.21
4.9688
39.0
100 year
9.72
95.13
8.00
5.7090
41.3
Treatment volume = 1 0.6297 acre -ft. = 27430 c. f.
Surface Area Required
mpervious
I = 47.58 %
Rv = 0.4783
Wet Retention Pond Depth = 4.5 ft.
Impervious = 47.6 % SA/DA Ratio = 2.20 %
Surface Area Required = 15141 s. f.

Permit
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.
(to be provided by DWQ)
O�OF W ATF9pG
r
Drainage area number W03�
lI DESIGN INFORMATION
Site Characteristics
Drainage area
688,248 f
Impervious area, post - development
327,500 f
% impervious
47.58
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 1 yr 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 1 Oft vegetated shelf elevation
Bottom of 1 Oft 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
27,430 ft'
28,000, ft3
OK, volume provided is equal to or in excess of volume required.
1%
ft,
ft3
ft,
ft3
y (Y or N)
1.0 in
0.22 (unitless)
0.63 (unitless)
2.87 in /hr OK
19.60 ft3 /sec
31.90 ft'/Sec
12.30 ft3 /sec
393.10 fmsl
391.50 fmsl
384.00 fmsl
392.00 fmsl
391.00 fmsl
387.00 fmsl
- 386.00 fmsl
1.00 ft
N (Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.94/18/12 Parts I. & II. Design Summary, Page 1 of 2

IL DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Aperm -oo
Area, bottom of 1 Oft vegetated shelf, Abt_Shelt
Area, sediment cleanout, top elevation (bottom of pond), Abot,ond
Volumes
Volume, temporary pool
Volume, permanent pool, Vpenn_ pool
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
Volume, permanent pool, Vpennyool
Area provided, permanent pool, Aperm_ pool
Average depth calculated
Average depth used in SAIDA, day; (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10 -2b)
Area provided, permanent pool, Apenn_ pool
Area, bottom of 10ft vegetated shelf, Ab 5hait
19,700 e
15,141 fe
2.20 (unitless)
15,200 fe OK
12,600 ft3
386 ft'
28,000 ft3
44,150 ft3
12,000; ft3
27.2%%
90%
ri (Y or N)
y (Y or N)
2.20 (unitless)
OK
Insufficient forebay volume.
n_ „'(YorN)
44,150 ft3
15,200 ft3
4.50 ft OK
4.5 ft— — — OK
y . (Y or N)
15,200 fe
12,600 fe
Area, sediment cleanout, top elevation (bottom of pond), Abot_ pond 386 ft3
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 4.00 ft
Average depth calculated 4.50 ft
Average depth used in SAIDA, day, (Round to down to nearest 0.5ft) _ 4.5 ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if- non - circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C,,)
Length of weir (L)
Driving head (H)
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
y _ ;:(YorN)
2.00 in
in'
0.60, (unitless)
0.60 ft
n (Y or N)
(unitless)
(unitless)
ft
ft
19.60 ft3 /sec
31.90 ft3
/sec
1.00 ft3 /sec
2.50 days
OK
OK
OK, draws down in 2 -5 days.
I'ermlt NO.
(to be provided by DWQ)
Form SW401 -Wet Detention Basin- Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
3.0 :1
OK
(Y or N)
OK
2,5 ft
OK
N
(Y or N)
OK
y
(Y or N)
OK
y
(Y or N)
OK
8" gate valve
Form SW401 -Wet Detention Basin- Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Pond Worksheet (for projects in Holly Springs) 90% TSS Removal
Project: Beazer Vaughan Basin: large
z: \Jobs \20000 \vaughan \Documents \Reports \Pond Work(HS).xls
Total Area = 688248 s. f. = 15.80 acres
Factors used on this worksheet:
The following formulas from the SCS method are used:
S = 1000 /CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2/(P + 0.8S)
Date:
Rational C
SCS CN
Woods, etc.
0.54
77
Lawn, etc.
0.22
61
Impervious
0.96
98
The following formulas from the SCS method are used:
S = 1000 /CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2/(P + 0.8S)
Date:
Storm
To Basin
Impervious =
327500
Lawn, etc. =
270000
Woods, etc. =
90748
Rational C =
0.614
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
in.)
Tp
(min.)
1 year
4.52
44.24
3.00
1.2953
20.1
2 year
5.76
56.37
3.60
1.7687
21.6
5 year
6.58
64.40
4.65
2.6530
28.3
10 year
7.22
70.66
5.38
3.2959
32.1
25 year
8.19
80.15
6.41
4.2290
36.3
50 year
8.96
87.69
7.21
4.9688
39.0
100 year
9.72
95.13
8.00
5.7090
41.3
Treatment volume = F 0.6297 acre -ft. = 27430 c. f.
Surface Area Required
SCS CN = 80.7
SCS S = 2.3891
Page 4
11/26/13
m pervious
I = 47.58 %
Rv = 0.4783
Wet Retention Pond Depth = 4.5 ft.
Impervious = 47.6 % SA/DA_R_atio = 2.20%
Surface Area Required = 15141 s. f.

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 17, 2014
Pond No. 3 - Pond 3
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 386.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
386.00
2,000
0
0
3.00
389.00
9,000
15,241
15,241
4.00
390.00
11,200
10,079
25,320
5.00
391.00
12,600
11,892
37,212
5.50
391.50
15,200
6,939
44,151
6.00
392.00
17,800
8,241
52,392
7.00
393.00
19,600
18,691
71,083
8.00
394.00
21,400
20,491
91,574
9.50
395.50
23,200
33,438
125,012
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.00
0.00
0.00
Crest Len (ft)
= 16.00
20.00
0.00
0.00
Span (in)
= 24.00
2.00
0.00
0.00
Crest El. (ft)
= 393.10
394.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 388.00
391.50
0.00
0.00
Weir Type
= 1
Rect
-
--
Length_(ft)_
_ _ = 160.00_
0.00
0.00
0.00
Multi- Stage
= Yes
No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/06fice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage I Discharge Table
Stage
Storage Elevation
Clv A
Civ B Civ C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft
cuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0 386.00
0.00
0.00 - --
- -- 0.00
0.00
--
--
-- -
0.000
3.00
15,241 389.00
0.00
0.00 -
-- 0.00
0.00
--
- --
- --
0.000
4.00
25,320 390.00
0.00
0.00 - --
-- 0.00
0.00
- --
--
-- -
0.000
5.00
37,212 391.00
0.00
0.00 --
-- 0.00
0.00
-
- --
- -- -
0.000
5.50
44,151 391.50
0.00
0.00 - --
- -- 0.00
0.00
--
--
- -- - --
0.000
6.00
52,392 392.00
0.00
0.07 is - --
-- 0.00
0.00
--
- --
- -- --
0.068
7.00
71,083 393.00
0.00
0.13 is - --
- -- 0.00
0.00
-
- --
- -- -
0.125
8.00
91,574 394.00
31.31
oc
0.16 is - --
-- 31.30s
0.00
--
--
--
31.47
9.50
125,012 395.50
36.00
oc
0.21 is --
-- 35.96s
122.35
--
- --
- -- --
158.52

Hydrograph Report Summary

• • • • •
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. v9
Vaughan tract final.gpw
Thursday, 00 17, 2014
WatershedModel Schematic ...................................................... ............................... 1
Hydrograph Return Period Recap .............................................. ............................... 2
1 -Year
SummaryReport .......................................................................................... ............................... 3
HydrographReports .................................................................................... ............................... 4
Hydrograph No. 1, SCS Runoff, Post Pond 1 ........................................... ............................... 4
Hydrograph No. 2, Reservoir, Post through pond 1 .................................. ............................... 5
PondReport - Pond 1 ........................................................................... ............................... 6
Hydrograph No. 3, SCS Runoff, Post basin 2 ........................................... ............................... 7
Hydrograph No. 4, Reservoir, Post through pond 2 .................................. ............................... 8
PondReport - Pond 2 ........................................................................... ............................... 9
Hydrograph No. 5, SCS Runoff, Post to BMP 3 ...................................... ............................... 10
Hydrograph No. 6, Reservoir, Post 3 to BMP 3 ....................................... ............................... 11
PondReport - Pond 3 ......................................................................... ............................... 12
Hydrograph No. 8, SCS Runoff, Pre.......... ... ............. ..... ......................... 13
Hydrograph No. 10, SCS Runoff, Bypass ............................................... ............................... 14
Hydrograph No. 12, Combine, Combine post ......................................... ............................... 15
2 - Year
SummaryReport ........................................................................................ ............................... 16
HydrographReports .................................................................................. ............................... 17
Hydrograph No. 1, SCS Runoff, Post Pond 1 ......................................... ............................... 17
Hydrograph No. 2, Reservoir, Post through pond 1 ................................ ............................... 18
Hydrograph No. 3, SCS Runoff, Post basin 2 ......................................... ............................... 19
Hydrograph No. 4, Reservoir, Post through pond 2 ................................ ............................... 20
Hydrograph No. 5, SCS Runoff, Post to BMP 3 ...................................... ............................... 21
Hydrograph No. 6, Reservoir, Post 3 to BMP 3 ....................................... ............................... 22
Hydrograph No. 8, SCS Runoff, Pre ....................................................... ............................... 23
Hydrograph No. 10, SCS Runoff, Bypass ............................................... ............................... 24
Hydrograph No. 12, Combine, Combine post ......................................... ............................... 25
5 - Year
SummaryReport ........................................................................................ ............................... 26
HydrographReports .................................................................................. ............................... 27
Hydrograph No. 1, SCS Runoff, Post Pond 1 ......................................... ............................... 27
Hydrograph No. 2, Reservoir, Post through pond 1 ................................ ............................... 28
Hydrograph No. 3, SCS Runoff, Post basin 2 ......................................... ............................... 29
Hydrograph No. 4, Reservoir, Post through pond 2 ................................ ............................... 30
Hydrograph No. 5, SCS Runoff, Post to BMP 3 ...................................... ............................... 31
Hydrograph No. 6, Reservoir, Post 3 to BMP 3 ....................................... ............................... 32
HydrographNo. 8, SCS Runoff, Pre ....................................................... ............................... 33
Hydrograph No. 10, SCS Runoff, Bypass ............................................... ............................... 34
Hydrograph No. 12, Combine, Combine post ......................................... ............................... 35
10 -Year
SummaryReport ........................................................................................ ............................... 36

Contents continued...
Vaughan tract final.gpw
HydrographReports .................................................................................. ............................... 37
Hydrograph No. 1, SCS Runoff, Post Pond 1 ......................................... ............................... 37
Hydrograph No. 2, Reservoir, Post through pond 1 ................................ ............................... 38
Hydrograph No. 3, SCS Runoff, Post basin 2 ......................................... ............................... 39
Hydrograph No. 4, Reservoir, Post through pond 2 ................................ ............................... 40
Hydrograph No. 5, SCS Runoff, Post to BMP 3 ...................................... ............................... 41
Hydrograph No. 6, Reservoir, Post 3 to BMP 3 ....................................... ............................... 42
Hydrograph No. 8, SCS Runoff, Pre ....................................................... ............................... 43
Hydrograph No. 10, SCS Runoff, Bypass ............................................... ............................... 44
Hydrograph No. 12, Combine, Combine post ......................................... ............................... 45
25 - Year
SummaryReport ........................................................................................ ............................... 46
HydrographReports .................................................................................. ............................... 47
Hydrograph No. 1, SCS Runoff, Post Pond 1 ......................................... ............................... 47
Hydrograph No. 2, Reservoir, Post through pond 1 ................................ ............................... 48
Hydrograph No. 3, SCS Runoff, Post basin 2 ......................................... ............................... 49
Hydrograph No. 4, Reservoir, Post through pond 2 ................................ ............................... 50
Hydrograph No._ 5, SCS Runoff, Post to BMP 3 ......... ............................... ......................... 51
Hydrograph No. 6, Reservoir, Post 3 to BMP 3 ..................... ...............................
Hydrograph No. 8, SCS Runoff, Pre ....................................................... ............................... 53
Hydrograph No. 10, SCS Runoff, Bypass ............................................... ............................... 54
Hydrograph No. 12, Combine, Combine post ......................................... ............................... 55
50 - Year
SummaryReport ........................................................................................ ............................... 56
HydrographReports .................................................................................. ............................... 57
Hydrograph No. 1, SCS Runoff, Post Pond 1 ......................................... ............................... 57
Hydrograph No. 2, Reservoir, Post through pond 1 ................................ ............................... 58
Hydrograph No. 3, SCS Runoff, Post basin 2 ......................................... ............................... 59
Hydrograph No. 4, Reservoir, Post through pond 2 ................................ ............................... 60
Hydrograph No. 5, SCS Runoff, Post to BMP 3 ...................................... ............................... 61
Hydrograph No. 6, Reservoir, Post 3 to BMP 3 ....................................... ............................... 62
Hydrograph No. 8, SCS Runoff, Pre ....................................................... ............................... 63
Hydrograph No. 10, SCS Runoff, Bypass ............................................... ............................... 64
Hydrograph No. 12, Combine, Combine post ......................................... ............................... 65
100 - Year
SummaryReport ........................................................................................ ............................... 66
HydrographReports .................................................................................. ............................... 67
Hydrograph No. 1, SCS Runoff, Post Pond 1 ......................................... ............................... 67
Hydrograph No. 2, Reservoir, Post through pond 1 ................................ ............................... 68
Hydrograph No. 3, SCS Runoff, Post basin 2 ......................................... ............................... 69
Hydrograph No. 4, Reservoir, Post through pond 2 ................................ ............................... 70
Hydrograph No. 5, SCS Runoff, Post to BMP 3 ...................................... ............................... 71
Hydrograph No. 6, Reservoir, Post 3 to BMP 3 ....................................... ............................... 72
HydrographNo. 8, SCS Runoff, Pre ....................................................... ............................... 73
Hydrograph No. 10, SCS Runoff, Bypass ............................................... ............................... 74
Hydrograph No. 12, Combine, Combine post ......................................... ............................... 75

Watershed ®d e I Schematic Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9

Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
You created this PDF from an application that is not licensed to print to novaPDF printer (http: / /www.novapdf.com)

KI
Hydrograph Return Period RecP�
y raflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
SCS Runoff
- - - - --
11.67
15.91
- - - - - --
23.90
29.59
37.73
44.08
50.35
Post Pond 1
2
Reservoir
1
1.040
6.184
- - - - - --
19.65
26.22
33.58
36.02
38.24
Post through pond 1
3
SCS Runoff
- - - - --
26.26
35.59
- - - - - --
52.89
65.18
82.68
96.31
109.78
Post basin 2
4
Reservoir
3
2.940
13.29
- - - - - --
37.88
53.67
69.25
81.03
92.84
Post through pond 2
5
SCS Runoff
- - - - --
35.16
47.65
- - - - - --
70.82
87.28
110.71
128.96
146.99
Post to BMP 3
6
Reservoir
5
4.356
19.95
- - - - - --
39.84
59.67
87.60
106.63
124.35
Post 3 to BMP 3
8
SCS Runoff
- - - - --
20.15
49.93
- - - - - --
115.88
168.51
249.73
317.11
386.45
Pre
10
SCS Runoff
- - - - --
11.04
27.36
- - - - - --
63.50
92.33
136.84
173.76
211.75
Bypass
12
Combine
2, 4, 6,
11.38
56.41
- - - - - --
149.88
221.72
319.52
391.61
461.75
Combine post
10,
Proj. file: Vaughan tract final.gpw
Thursday, 00 17, 2014
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Hydrograph Summary Report
3
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
11.67
2
718
23,396
- - - - --
- - - - --
- - - - --
Post Pond 1
2
Reservoir
1.040
2
750
23,259
1
412.05
25,347
Post through pond 1
3
SCS Runoff
26.26
2
718
52,745
- - - - --
- - - - --
- - - - --
Post basin 2
4
Reservoir
2.940
2
742
49,689
3
389.94
74,421
Post through pond 2
5
SCS Runoff
35.16
2
718
70,625
- - - - --
- - - - --
- - - - --
Post to BMP 3
6
Reservoir
4.356
2
738
65,234
5
393.28
76,866
Post 3 to BMP 3
8
SCS Runoff
20.15
2
720
67,970
- - - - --
- - - - --
- - - - --
Pre
10
SCS Runoff
11.04
2
720
37,244
- - - - --
- - - - --
- - - - --
Bypass
12
Combine
11.38
2
720
175,426
2, 4, 6,
- - - - --
- - - - --
Combine post
10,
Vaughan tract final.gpw
Return Period: 1 Year
Thursday, 00 17, 2014
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4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 1
Post Pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 11.67 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 23,396 cuft
Drainage area
= 5.500 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
FA-
2.00
2.00
0.00
0 120 240
Hyd No. 1
Post Pond 1
Hyd. No. 1 -- 1 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 2
Post through pond 1
Hydrograph type
= Reservoir
Peak discharge
= 1.040 cfs
Storm frequency
= 1 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 23,259 cuft
Inflow hyd. No.
= 1 - Post Pond 1
Max. Elevation
= 412.05 ft
Reservoir name
= Pond 1
Max. Storage
= 25,347 cuft
Storage Indication method used. Wet pond routing start elevation = 410.50 ft.
Q (cfs)
12.00
10.00
FA-
2.00
2.00
0.00
0 360 720
Hyd No. 2
Post through pond 1
Hyd. No. 2 -- 1 Year
Q (cfs)
12.00
10.00
4.00
2.00
- 0.00
1080 1440 1800 2160 2520 2880 3240 3600 3960 4320
Hyd No. 1 Total storage used = 25,347 cuft Time (min)
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Pond Report s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 17, 2014
Pond No. 1 - Pond 1
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 406.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
406.00
1,250
0
0
1.00
407.00
2,100
1,657
1,657
4.00
410.00
4,280
9,377
11,034
4.50
410.50
6,000
2,558
13,591
5.00
411.00
7,400
3,344
16,935
6.00
412.00
8,460
7,923
24,858
7.00
413.00
9,580
9,013
33,871
8.00
414.00
11,000
10,281
44,152
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
2.00
0.00
0.00
Crest Len (ft)
= 16.00 15.00
0.00
0.00
Span (in)
= 24.00
2.00
0.00
0.00
Crest El. (ft)
= 412.00 413.10
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 406.00
410.50
0.00
0.00
Weir Type
= 1 Rect
- --
- --
Length (ft)
= 60.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage
Storage Elevation
Clv A
Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User
Total
ft
cuft ft
cfs
cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 406.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - --
0.000
1.00
1,657 407.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - --
0.000
4.00
11,034 410.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - --
0.000
4.50
13,591 410.50
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - --
0.000
5.00
16,935 411.00
0.00
0.07 is - --
- -- 0.00
0.00 - --
- --
- -- - --
0.068
6.00
24,858 412.00
0.00
0.13 is - --
- -- 0.00
0.00 - --
- --
- -- - --
0.125
7.00
33,871 413.00
36.23
is
0.16 is - --
- -- 36.22s
0.00 - --
- --
- -- - --
36.39
8.00
44,152 414.00
39.89
is
0.19 is - --
- -- 39.89s
42.65 - --
- --
- -- - --
82.73
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7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 3
Post basin 2
Hydrograph type
= SCS Runoff
Peak discharge
= 26.26 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 52,745 cuft
Drainage area
= 11.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post basin 2
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
28.00 28 00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 4
Post through pond 2
Hydrograph type
= Reservoir
Peak discharge
= 2.940 cfs
Storm frequency
= 1 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 49,689 cuft
Inflow hyd. No.
= 3 - Post basin 2
Max. Elevation
= 389.94 ft
Reservoir name
= Pond 2
Max. Storage
= 74,421 cuft
Storage Indication method used. Wet pond routing start elevation = 388.50 ft.
Post through pond 2
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 4 Hyd No. 3 Total storage used = 74,421 cuft Time (min)
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Pond Report
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Stage
Thursday, 00 17, 2014
Pond No. 2 - Pond 2
Civ A
Civ B Civ C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cult
Pond Data
cfs
cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
Contours - User - defined contour areas. Conic method used
for volume calculation. Begining
Elevation = 384.00 ft
- -- 0.00
0.00 - --
Stage / Storage Table
4.00
42,380
388.00
0.00
0.00 - --
- -- 0.00
0.00 - --
Stage (ft) Elevation (ft)
4.50
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 - --
- -- 0.00
0.00 384.00
- -- - -- - -- 0.000
8,800
57,286
0
0
0.07 is - --
- -- 0.00
4.00 388.00
- -- - -- - -- 0.068
12,500
75,578
42,380
42,380
0.13 is - --
- -- 4.77
4.50 388.50
- -- - -- - -- 4.891
14,850
95,510
6,828
49,208
0.16 is - --
- -- 49.55s
5.00 389.00
- -- - -- - -- 73.26
17,500
117,143
8,078
57,286
0.19 is - --
- -- 56.27s
6.00 390.00
- -- - -- - -- 178.82
19,100
18,292
75,578
7.00 391.00
20,780
19,932
95,510
8.00 392.00
22,500
21,632
117,143
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 30.00
2.00
0.00
0.00
Crest Len (ft)
= 16.00 20.00
0.00
0.00
Span (in) = 30.00
2.00
0.00
0.00
Crest El. (ft)
= 389.80 390.50
0.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 385.00
388.50 0.00
0.00
Weir Type
= 1 Rect
- --
- --
Length (ft) = 75.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %) = 1.00
0.00
0.00
n/a
N -Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Contour)
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 0.00
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Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Civ A
Civ B Civ C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cult
ft
cfs
cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
384.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- -- - -- - -- 0.000
4.00
42,380
388.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- -- - -- - -- 0.000
4.50
49,208
388.50
0.00
0.00 - --
- -- 0.00
0.00 - --
- -- - -- - -- 0.000
5.00
57,286
389.00
0.00
0.07 is - --
- -- 0.00
0.00 - --
- -- - -- - -- 0.068
6.00
75,578
390.00
4.90 is
0.13 is - --
- -- 4.77
0.00 - --
- -- - -- - -- 4.891
7.00
95,510
391.00
49.55 is
0.16 is - --
- -- 49.55s
23.55 - --
- -- - -- - -- 73.26
8.00
117,143
392.00
56.28 is
0.19 is - --
- -- 56.27s
122.35 - --
- -- - -- - -- 178.82
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 5
Post to BMP 3
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 15.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post to BMP 3
Hyd. No. 5 -- 1 Year
360 480 600 720 840
10
Thursday, 00 17, 2014
= 35.16 cfs
= 718 min
= 70,625 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
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11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 6
Post 3 to BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 4.356 cfs
Storm frequency
= 1 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 65,234 cuft
Inflow hyd. No.
= 5 - Post to BMP 3
Max. Elevation
= 393.28 ft
Reservoir name
= Pond 3
Max. Storage
= 76,866 cuft
Storage Indication method used. Wet pond routing start elevation = 391.50 ft.
Post 3 to BMP 3
Q (cfs) Hyd. No. 6 -- 1 Year
40.00
30.00
20.00
10.00
0.00
0 600
Hyd No. 6
1200 1800 2400
Hyd No. 5
Q (cfs)
40.00
30.00
20.00
10.00
0.00
3000 3600 4200 4800 5400 6000
Total storage used = 76,866 cuft Time (min)
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Pond Report 12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 17, 2014
Pond No. 3 - Pond 3
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 386.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
386.00
2,000
0
0
3.00
389.00
9,000
15,241
15,241
4.00
390.00
11,200
10,079
25,320
5.00
391.00
12,600
11,892
37,212
5.50
391.50
15,200
6,939
44,151
6.00
392.00
17,800
8,241
52,392
7.00
393.00
19,600
18,691
71,083
8.00
394.00
21,400
20,491
91,574
9.50
395.50
23,200
33,438
125,012
Culvert / Orifice Structures
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage / Discharge Table
[A]
[B]
[C]
[PrFRSr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.00
0.00
0.00
Crest Len (ft)
= 16.00
20.00
0.00
0.00
Span (in)
= 24.00
2.00
0.00
0.00
Crest El. (ft)
= 393.10
394.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 388.00
391.50
0.00
0.00
Weir Type
= 1
Rect
- --
- --
Length (ft)
= 160.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
25,320
390.00
0.00
0.00
- --
N -Value
= .013
.013
.013
n/a
- --
- --
0.000
5.00
37,212
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by
Wet area)
- --
- --
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
- --
- --
0.00
You created this PDF from an application that is not licensed to print to novaPDF printer (http: / /www.novapdf.com)
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
0
386.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
3.00
15,241
389.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
4.00
25,320
390.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
5.00
37,212
391.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
5.50
44,151
391.50
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
6.00
52,392
392.00
0.00
0.07 is
- --
- --
0.00
0.00
- --
- --
- --
- --
0.068
7.00
71,083
393.00
0.00
0.13 is
- --
- --
0.00
0.00
- --
- --
- --
- --
0.125
8.00
91,574
394.00
31.31 oc
0.16 is
- --
- --
31.30s
0.00
- --
- --
- --
- --
31.47
9.50
125,012
395.50
36.00 oc
0.21 is
- --
- --
35.96s
122.35
- --
- --
- --
- --
158.52
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13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 8
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 20.15 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 67,970 cuft
Drainage area
= 73.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• m
. M
3.00
Pre
Hyd. No. 8 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
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14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 10
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 11.04 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 37,244 cuft
Drainage area
= 40.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
FA-
2.00
2.00
0.00
0 120 240
Hyd No. 10
Bypass
Hyd. No. 10 -- 1 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 12
Combine post
Hydrograph type
= Combine
Peak discharge
= 11.38 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 175,426 cuft
Inflow hyds.
= 2, 4, 6, 10
Contrib. drain. area
= 40.000 ac
Q (cfs)
12.00
10.00
FA
2.00
0.00
0 480 960
Hyd No. 12
Combine post
Hyd. No. 12 -- 1 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00
1440 1920 2400 2880 3360 3840 4320 4800 5280
Hyd No. 2 Hyd No. 4 Hyd No. 6 Time (min)
Hyd No. 10
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Hydrograph Summary Report
U
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
15.91
2
716
32,120
- - - - --
- - - - --
- - - - --
Post Pond 1
2
Reservoir
6.184
2
724
31,982
1
412.24
26,951
Post through pond 1
3
SCS Runoff
35.59
2
716
71,876
- - - - --
- - - - --
- - - - --
Post basin 2
4
Reservoir
13.29
2
724
68,810
3
390.20
79,426
Post through pond 2
5
SCS Runoff
47.65
2
716
96,240
- - - - --
- - - - --
- - - - --
Post to BMP 3
6
Reservoir
19.95
2
722
90,833
5
393.63
83,711
Post 3 to BMP 3
8
SCS Runoff
49.93
2
718
122,449
- - - - --
- - - - --
- - - - --
Pre
10
SCS Runoff
27.36
2
718
67,095
- - - - --
- - - - --
- - - - --
Bypass
12
Combine
56.41
2
722
258,722
2, 4, 6,
- - - - --
- - - - --
Combine post
10,
Vaughan tract final.gpw
Return Period: 2 Year
Thursday, 00 17, 2014
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17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 1
Post Pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 15.91 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 32,120 cuft
Drainage area
= 5.500 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
3.00
0.00
0 120 240
Hyd No. 1
Post Pond 1
Hyd. No. 1 -- 2 Year
Q (cfs)
18.00
15.00
12.00
3.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 2
Post through pond 1
Hydrograph type
= Reservoir
Peak discharge
= 6.184 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 31,982 cuft
Inflow hyd. No.
= 1 - Post Pond 1
Max. Elevation
= 412.24 ft
Reservoir name
= Pond 1
Max. Storage
= 26,951 cuft
Storage Indication method used. Wet pond routing start elevation = 410.50 ft.
Q (cfs)
18.00
15.00
12.00
3.00
0.00
0 240 480
Hyd No. 2
Post through pond 1
Hyd. No. 2 -- 2 Year
Q (cfs)
18.00
15.00
12.00
3.00
0.00
720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Hyd No. 1 Total storage used = 26,951 cuft Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Post basin 2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 11.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post basin 2
Hyd. No. 3 -- 2 Year
360 480 600 720 840
19
Thursday, 00 17, 2014
= 35.59 cfs
= 716 min
= 71,876 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)
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Hydrograph Report
20
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 4
Post through pond 2
Hydrograph type = Reservoir
Peak discharge
= 13.29 cfs
Storm frequency = 2 yrs
Time to peak
= 724 min
Time interval = 2 min
Hyd. volume
= 68,810 cuft
Inflow hyd. No. = 3 - Post basin 2
Max. Elevation
= 390.20 ft
Reservoir name = Pond 2
Max. Storage
= 79,426 cuft
Storage Indication method used. Wet pond routing start elevation = 388.50 ft
Post through pond 2
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 3 Total storage used = 79,426 cuft Time (min)
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21
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 5
Post to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 47.65 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 96,240 cuft
Drainage area
= 15.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 5
Post to BMP 3
Hyd. No. 5 -- 2 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 6
Post 3 to BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 19.95 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 90,833 cuft
Inflow hyd. No.
= 5 - Post to BMP 3
Max. Elevation
= 393.63 ft
Reservoir name
= Pond 3
Max. Storage
= 83,711 cuft
Storage Indication method used. Wet pond routing start elevation = 391.50 ft.
Post 3 to BMP 3
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 5 Total storage used = 83,711 cuft Time (min)
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23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 8
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 49.93 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 122,449 cuft
Drainage area
= 73.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 8
Pre
Hyd. No. 8 -- 2 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 10
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 27.36 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 67,095 cuft
Drainage area
= 40.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
Bypass
Hyd. No. 10 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1111M
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph
Report
25
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 12
Combine post
Hydrograph type
= Combine
Peak discharge
= 56.41 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 258,722 cuft
Inflow hyds.
= 2, 4, 6, 10
Contrib. drain. area
= 40.000 ac
Combine post
Q (cfs) Hyd. No. 12 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Hyd No. 2 Hyd No. 4 Hyd No. 6 Time (min)
Hyd No. 10
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Hydrograph Summary Report
ar
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
23.90
2
716
48,475
- - - - --
- - - - --
- - - - --
Post Pond 1
2
Reservoir
19.65
2
720
48,337
1
412.52
29,466
Post through pond 1
3
SCS Runoff
52.89
2
716
107,550
- - - - --
- - - - --
- - - - --
Post basin 2
4
Reservoir
37.88
2
720
104,472
3
390.58
86,985
Post through pond 2
5
SCS Runoff
70.82
2
716
144,007
- - - - --
- - - - --
- - - - --
Post to BMP 3
6
Reservoir
39.84
2
722
138,580
5
394.24
96,591
Post 3 to BMP 3
8
SCS Runoff
115.88
2
718
243,843
- - - - --
- - - - --
- - - - --
Pre
10
SCS Runoff
63.50
2
718
133,613
- - - - --
- - - - --
- - - - --
Bypass
12
Combine
149.88
2
720
425,002
2, 4, 6,
- - - - --
- - - - --
Combine post
10,
Vaughan tract final.gpw
Return Period: 5 Year
Thursday, 00 17, 2014
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27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 1
Post Pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 23.90 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 48,475 cuft
Drainage area
= 5.500 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
r.
Post Pond 1
Hyd. No. 1 -- 5 Year
Q (cfs)
24.00
20.00
5I•
12.00
4.00
0.00 1 1 1 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1 Time (min)
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28
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 2
Post through pond 1
Hydrograph type
= Reservoir
Peak discharge
= 19.65 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 48,337 cuft
Inflow hyd. No.
= 1 - Post Pond 1
Max. Elevation
= 412.52 ft
Reservoir name
= Pond 1
Max. Storage
= 29,466 cuft
Storage Indication method used. Wet pond routing start elevation = 410.50 ft.
Post through pond 1
Q (cfs) Hyd. No. 2 -- 5 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Hyd No. 1 Total storage used = 29,466 cuft Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Post basin 2
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 11.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.65 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post basin 2
Hyd. No. 3 -- 5 Year
29
Thursday, 00 17, 2014
= 52.89 cfs
= 716 min
= 107,550 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time (min)
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30
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 4
Post through pond 2
Hydrograph type
= Reservoir
Peak discharge
= 37.88 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 104,472 cuft
Inflow hyd. No.
= 3 - Post basin 2
Max. Elevation
= 390.58 ft
Reservoir name
= Pond 2
Max. Storage
= 86,985 cuft
Storage Indication method used. Wet pond routing start elevation = 388.50 ft.
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
rNMETER
Post through pond 2
Hyd. No. 4 -- 5 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 3 Total storage used = 86,985 cuft Time (min)
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31
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 5
Post to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 70.82 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 144,007 cuft
Drainage area
= 15.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
.1 11
50.00
G1 11
30.00
20.00
10.00
Post to BMP 3
Hyd. No. 5 -- 5 Year
Q (cfs)
80.00
70.00
•1 11
50.00
[Li 1 /
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 5 Time (min)
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32
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 6
Post 3 to BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 39.84 cfs
Storm frequency
= 5 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 138,580 cuft
Inflow hyd. No.
= 5 - Post to BMP 3
Max. Elevation
= 394.24 ft
Reservoir name
= Pond 3
Max. Storage
= 96,591 cuft
Storage Indication method used. Wet pond routing start elevation = 391.50 ft.
Post 3 to BMP 3
Q (cfs) Hyd. No. 6 -- 5 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 5 Total storage used = 96,591 cuft Time (min)
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33
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 8
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 115.88 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 243,843 cuft
Drainage area
= 73.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
FA�
20.00
0.00
0 120 240
Hyd No. 8
Pre
Hyd. No. 8 -- 5 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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34
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 10
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 63.50 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 133,613 cuft
Drainage area
= 40.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Bypass
Q (cfs) Hyd. No. 10 -- 5 Year Q (cfs)
70.00 7 0 00
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
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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35
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 12
Combine post
Hydrograph type
= Combine
Peak discharge
= 149.88 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 425,002 cuft
Inflow hyds.
= 2, 4, 6, 10
Contrib. drain. area
= 40.000 ac
Q (cfs)
160.00
140.00
120.00
100.00
FA�
20.00
Combine post
Hyd. No. 12 -- 5 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Hyd No. 2 Hyd No. 4 Hyd No. 6 Time (min)
Hyd No. 10
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Hydrograph Summary Report
a
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
29.59
2
716
60,398
- - - - --
- - - - --
- - - - --
Post Pond 1
2
Reservoir
26.22
2
718
60,260
1
412.64
30,449
Post through pond 1
3
SCS Runoff
65.18
2
716
133,458
- - - - --
- - - - --
- - - - --
Post basin 2
4
Reservoir
53.67
2
720
130,375
3
390.75
90,246
Post through pond 2
5
SCS Runoff
87.28
2
716
178,699
- - - - --
- - - - --
- - - - --
Post to BMP 3
6
Reservoir
59.67
2
720
173,261
5
394.56
103,480
Post 3 to BMP 3
8
SCS Runoff
168.51
2
718
343,709
- - - - --
- - - - --
- - - - --
Pre
10
SCS Runoff
92.33
2
718
188,334
- - - - --
- - - - --
- - - - --
Bypass
12
Combine
221.72
2
718
552,230
2, 4, 6,
- - - - --
- - - - --
Combine post
10,
Vaughan tract final.gpw
Return Period: 10 Year
Thursday, 00 17, 2014
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37
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 1
Post Pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 29.59 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 60,398 cuft
Drainage area
= 5.500 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Post Pond 1
Hyd. No. 1 -- 10 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 1 1 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1 Time (min)
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38
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 2
Post through pond 1
Hydrograph type
= Reservoir
Peak discharge
= 26.22 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 60,260 cuft
Inflow hyd. No.
= 1 - Post Pond 1
Max. Elevation
= 412.64 ft
Reservoir name
= Pond 1
Max. Storage
= 30,449 cuft
Storage Indication method used. Wet pond routing start elevation = 410.50 ft.
Post through pond 1
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Hyd No. 1 Total storage used = 30,449 cuft Time (min)
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39
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 3
Post basin 2
Hydrograph type
= SCS Runoff
Peak discharge
= 65.18 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 133,458 cuft
Drainage area
= 11.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Post basin 2
Hyd. No. 3 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)
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40
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 4
Post through pond 2
Hydrograph type
= Reservoir
Peak discharge
= 53.67 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 130,375 cuft
Inflow hyd. No.
= 3 - Post basin 2
Max. Elevation
= 390.75 ft
Reservoir name
= Pond 2
Max. Storage
= 90,246 cuft
Storage Indication method used. Wet pond routing start elevation = 388.50 ft.
Q (cfs)
70.00
50.00
i�
30.00
20.00
10.00
Post through pond 2
Hyd. No. 4 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 3 Total storage used = 90,246 cuft Time (min)
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41
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 5
Post to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 87.28 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 178,699 cuft
Drainage area
= 15.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Post to BMP 3
Hyd. No. 5 -- 10 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)
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42
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 6
Post 3 to BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 59.67 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 173,261 cuft
Inflow hyd. No.
= 5 - Post to BMP 3
Max. Elevation
= 394.56 ft
Reservoir name
= Pond 3
Max. Storage
= 103,480 cuft
Storage Indication method used. Wet pond routing start elevation = 391.50 ft.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Post 3 to BMP 3
Hyd. No. 6 -- 10 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 5 Total storage used = 103,480 cuft Time (min)
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43
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 8
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 168.51 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 343,709 cuft
Drainage area
= 73.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
Pre
Hyd. No. 8 -- 10 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 10
Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 40.000 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.38 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
- 11 I
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Bypass
Hyd. No. 10 -- 10 Year
44
Thursday, 00 17, 2014
= 92.33 cfs
= 718 min
= 188,334 cuft
= 58
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
.I IM
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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45
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 12
Combine post
Hydrograph type
= Combine
Peak discharge
= 221.72 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 552,230 cuft
Inflow hyds.
= 2, 4, 6, 10
Contrib. drain. area
= 40.000 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Combine post
Hyd. No. 12 -- 10 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Hyd No. 2 Hyd No. 4 Hyd No. 6 Time (min)
Hyd No. 10
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Hydrograph Summary Report
Hr
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
37.73
2
716
77,736
- - - - --
- - - - --
- - - - --
Post Pond 1
2
Reservoir
33.58
2
718
77,597
1
412.78
31,730
Post through pond 1
3
SCS Runoff
82.68
2
716
171,035
- - - - --
- - - - --
- - - - --
Post basin 2
4
Reservoir
69.25
2
720
167,944
3
390.97
94,483
Post through pond 2
5
SCS Runoff
110.71
2
716
229,013
- - - - --
- - - - --
- - - - --
Post to BMP 3
6
Reservoir
87.60
2
720
223,563
5
394.87
110,728
Post 3 to BMP 3
8
SCS Runoff
249.73
2
718
501,182
- - - - --
- - - - --
- - - - --
Pre
10
SCS Runoff
136.84
2
718
274,620
- - - - --
- - - - --
- - - - --
Bypass
12
Combine
319.52
2
718
743,724
2, 4, 6,
- - - - --
- - - - --
Combine post
10,
Vaughan tract final.gpw
Return Period: 25 Year
Thursday, 00 17, 2014
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47
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 1
Post Pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 37.73 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 77,736 cuft
Drainage area
= 5.500 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 1
Post Pond 1
Hyd. No. 1 -- 25 Year
360 480 600 720 840 960
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320
Time (min)
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Hydrograph
Report
48
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 2
Post through pond 1
Hydrograph type
= Reservoir
Peak discharge
= 33.58 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 77,597 cuft
Inflow hyd. No.
= 1 - Post Pond 1
Max. Elevation
= 412.78 ft
Reservoir name
= Pond 1
Max. Storage
= 31,730 cuft
Storage Indication method used. Wet pond routing start elevation = 410.50 ft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 2
Post through pond 1
Hyd. No. 2 -- 25 Year
360 480 600
Hyd No. 1
720
Q (cfs)
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
Total storage used = 31,730 cuft Time (min)
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49
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 3
Post basin 2
Hydrograph type
= SCS Runoff
Peak discharge
= 82.68 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 171,035 cuft
Drainage area
= 11.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Post basin 2
Hyd. No. 3 -- 25 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 r ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)
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50
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 4
Post through pond 2
Hydrograph type
= Reservoir
Peak discharge
= 69.25 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 167,944 cuft
Inflow hyd. No.
= 3 - Post basin 2
Max. Elevation
= 390.97 ft
Reservoir name
= Pond 2
Max. Storage
= 94,483 cuft
Storage Indication method used. Wet pond routing start elevation = 388.50 ft.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Post through pond 2
Hyd. No. 4 -- 25 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 3 Total storage used = 94,483 cuft Time (min)
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51
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 5
Post to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 110.71 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 229,013 cuft
Drainage area
= 15.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
FA�
20.00
rNMETSM
Post to BMP 3
Hyd. No. 5 -- 25 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)
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52
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 6
Post 3 to BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 87.60 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 223,563 cuft
Inflow hyd. No.
= 5 - Post to BMP 3
Max. Elevation
= 394.87 ft
Reservoir name
= Pond 3
Max. Storage
= 110,728 cuft
Storage Indication method used. Wet pond routing start elevation = 391.50 ft.
Post 3 to BMP 3
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 5 Total storage used = 110,728 cuft Time (min)
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53
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 8
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 249.73 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 501,182 cuft
Drainage area
= 73.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
280.00 280 00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
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54
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 10
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 136.84 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 274,620 cuft
Drainage area
= 40.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Bypass
Q (cfs) Hyd. No. 10 -- 25 Year Q (cfs)
140.00 140 00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph
Report
55
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 12
Combine post
Hydrograph type
= Combine
Peak discharge
= 319.52 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 743,724 cuft
Inflow hyds.
= 2, 4, 6, 10
Contrib. drain. area
= 40.000 ac
Combine post
Q (cfs) Hyd. No. 12 -- 25 Year Q (cfs)
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Hyd No. 2 Hyd No. 4 Hyd No. 6 Time (min)
Hyd No. 10
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Hydrograph Summary Report
Ar
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
44.08
2
716
91,501
- - - - --
- - - - --
- - - - --
Post Pond 1
2
Reservoir
36.02
2
720
91,363
1
412.96
33,334
Post through pond 1
3
SCS Runoff
96.31
2
716
200,813
- - - - --
- - - - --
- - - - --
Post basin 2
4
Reservoir
81.03
2
720
197,717
3
391.11
97,527
Post through pond 2
5
SCS Runoff
128.96
2
716
268,886
- - - - --
- - - - --
- - - - --
Post to BMP 3
6
Reservoir
106.63
2
720
263,426
5
395.07
114,977
Post 3 to BMP 3
8
SCS Runoff
317.11
2
718
634,248
- - - - --
- - - - --
- - - - --
Pre
10
SCS Runoff
173.76
2
718
347,533
- - - - --
- - - - --
- - - - --
Bypass
12
Combine
391.61
2
718
900,040
2, 4, 6,
- - - - --
- - - - --
Combine post
10,
Vaughan tract final.gpw
Return Period: 50 Year
Thursday, 00 17, 2014
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57
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 1
Post Pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 44.08 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 91,501 cuft
Drainage area
= 5.500 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Post Pond 1
Hyd. No. 1 -- 50 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 T ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)
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58
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 2
Post through pond 1
Hydrograph type
= Reservoir
Peak discharge
= 36.02 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 91,363 cuft
Inflow hyd. No.
= 1 - Post Pond 1
Max. Elevation
= 412.96 ft
Reservoir name
= Pond 1
Max. Storage
= 33,334 cuft
Storage Indication method used. Wet pond routing start elevation = 410.50 ft.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 2
Post through pond 1
Hyd. No. 2 -- 50 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Total storage used = 33,334 cuft Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Post basin 2
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 11.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.21 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
- 11 I
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post basin 2
Hyd. No. 3 -- 50 Year
360 480 600 720 840
59
Thursday, 00 17, 2014
= 96.31 cfs
= 716 min
= 200,813 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
s $I
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320
Time (min)
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60
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 4
Post through pond 2
Hydrograph type
= Reservoir
Peak discharge
= 81.03 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 197,717 cuft
Inflow hyd. No.
= 3 - Post basin 2
Max. Elevation
= 391.11 ft
Reservoir name
= Pond 2
Max. Storage
= 97,527 cuft
Storage Indication method used. Wet pond routing start elevation = 388.50 ft.
Q (cfs)
100.00
90.00
80.00
70.00
- 11 I
50.00
40.00
30.00
20.00
10.00
Post through pond 2
Hyd. No. 4 -- 50 Year
Q (cfs)
100.00
90.00
80.00
70.00
.I II
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 3 Total storage used = 97,527 cuft Time (min)
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61
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 5
Post to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 128.96 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 268,886 cuft
Drainage area
= 15.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post to BMP 3
Q (cfs) Hyd. No. 5 -- 50 Year Q (cfs)
140.00 140 00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)
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62
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 6
Post 3 to BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 106.63 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 263,426 cuft
Inflow hyd. No.
= 5 - Post to BMP 3
Max. Elevation
= 395.07 ft
Reservoir name
= Pond 3
Max. Storage
= 114,977 cuft
Storage Indication method used. Wet pond routing start elevation = 391.50 ft.
Post 3 to BMP 3
Q (cfs) Hyd. No. 6 -- 50 Year Q (cfs)
140.00 140 00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 5 Total storage used = 114,977 cuft Time (min)
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63
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 8
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 317.11 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 634,248 cuft
Drainage area
= 73.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre
Q (cfs) Hyd. No. 8 -- 50 Year Q (cfs)
350.00 3 5 0 00
300.00
250.00
200.00
150.00
100.00
50.00
0 00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
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64
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 10
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 173.76 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 347,533 cuft
Drainage area
= 40.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
Bypass
Hyd. No. 10 -- 50 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph
Report
65
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 12
Combine post
Hydrograph type
= Combine
Peak discharge
= 391.61 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 900,040 cuft
Inflow hyds.
= 2, 4, 6, 10
Contrib. drain. area
= 40.000 ac
Combine post
Q (cfs) Hyd. No. 12 -- 50 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Hyd No. 2 Hyd No. 4 Hyd No. 6 Time (min)
Hyd No. 10
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Hydrograph Summary Report
C: r
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
50.35
2
716
105,284
- - - - --
- - - - --
- - - - --
Post Pond 1
2
Reservoir
38.24
2
720
105,146
1
413.17
35,586
Post through pond 1
3
SCS Runoff
109.78
2
716
230,592
- - - - --
- - - - --
- - - - --
Post basin 2
4
Reservoir
92.84
2
720
227,492
3
391.25
100,382
Post through pond 2
5
SCS Runoff
146.99
2
716
308,759
- - - - --
- - - - --
- - - - --
Post to BMP 3
6
Reservoir
124.35
2
720
303,293
5
395.25
118,596
Post 3 to BMP 3
8
SCS Runoff
386.45
2
718
773,126
- - - - --
- - - - --
- - - - --
Pre
10
SCS Runoff
211.75
2
718
423,631
- - - - --
- - - - --
- - - - --
Bypass
12
Combine
461.75
2
718
1,059,561
2, 4, 6,
- - - - --
- - - - --
Combine post
10,
Vaughan tract final.gpw
Return Period: 100 Year
Thursday, 00 17, 2014
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67
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 1
Post Pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 50.35 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 105,284 cuft
Drainage area
= 5.500 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
rAWNTSM
Post Pond 1
Hyd. No. 1 -- 100 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)
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68
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 2
Post through pond 1
Hydrograph type
= Reservoir
Peak discharge
= 38.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 105,146 cuft
Inflow hyd. No.
= 1 - Post Pond 1
Max. Elevation
= 413.17 ft
Reservoir name
= Pond 1
Max. Storage
= 35,586 cuft
Storage Indication method used. Wet pond routing start elevation = 410.50 ft.
Post through pond 1
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Hyd No. 1 Total storage used = 35,586 cuft Time (min)
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69
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 3
Post basin 2
Hydrograph type
= SCS Runoff
Peak discharge
= 109.78 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 230,592 cuft
Drainage area
= 11.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
FA�
20.00
rNMETSM
Post basin 2
Hyd. No. 3 -- 100 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)
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70
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 4
Post through pond 2
Hydrograph type
= Reservoir
Peak discharge
= 92.84 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 227,492 cuft
Inflow hyd. No.
= 3 - Post basin 2
Max. Elevation
= 391.25 ft
Reservoir name
= Pond 2
Max. Storage
= 100,382 cuft
Storage Indication method used. Wet pond routing start elevation = 388.50 ft.
Post through pond 2
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 3 Total storage used = 100,382 cuft Time (min)
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71
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 5
Post to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 146.99 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 308,759 cuft
Drainage area
= 15.800 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
FA�
20.00
Post to BMP 3
Hyd. No. 5 -- 100 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)
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72
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 6
Post 3 to BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 124.35 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 303,293 cuft
Inflow hyd. No.
= 5 - Post to BMP 3
Max. Elevation
= 395.25 ft
Reservoir name
= Pond 3
Max. Storage
= 118,596 cuft
Storage Indication method used. Wet pond routing start elevation = 391.50 ft.
Post 3 to BMP 3
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 5 Total storage used = 118,596 cuft Time (min)
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73
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 8
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 386.45 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 773,126 cuft
Drainage area
= 73.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
420.00 420 00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
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74
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 10
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 211.75 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 423,631 cuft
Drainage area
= 40.000 ac
Curve number
= 58
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Bypass
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
240.00 240 00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph
Report
75
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 17, 2014
Hyd. No. 12
Combine post
Hydrograph type
= Combine
Peak discharge
= 461.75 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,059,561 cuft
Inflow hyds.
= 2, 4, 6, 10
Contrib. drain. area
= 40.000 ac
Combine post
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
490.00 490.00
420.00 420.00
350.00 350.00
280.00 280.00
210.00 210.00
140.00 140.00
70.00 70.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Hyd No. 2 Hyd No. 4 Hyd No. 6 Time (min)
Hyd No. 10
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Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Vaughan tract final.gpw
Thursday, 00 17, 2014
Watershed Model Schematic ...................................................... ............................... 1
Hydrograph Return Period Recap .............................................. ............................... 2
- Year
SummaryReport .......................................................................................... ............................... 3
HydrographReports .................................................................................... ............................... 4
Hydrograph No. 1, SCS Runoff, Post Pond 1 ........................................... ............................... 4
Hydrograph No. 2, Reservoir, Post through pond 1 .................................. ............................... 5
PondReport - Pond 1 ........................................................................... ............................... 6
Hydrograph No.
3, SCS Runoff, Post basin 2 ........................................... ...............................
7
Hydrograph No.
4, Reservoir, Post through pond 2 .................................. ...............................
8
PondReport
- Pond 2 ........................................................................... ...............................
9
Hydrograph No.
5, SCS Runoff, Post to BMP 3 ...................................... ...............................
10
Hydrograph No.
6, Reservoir, Post 3 to BMP 3 ....................................... ...............................
11
PondReport
- Pond 3 ......................................................................... ...............................
12
Hydrograph No.
8, SCS Runoff, Pre ....................................................... ...............................
13
Hydrograph No.
10, SCS Runoff, Bypass ............................................... ...............................
14
Hydrograph No.
12, Combine, Combine post ......................................... ...............................
15
2 - Year
SummaryReport
........................................................................................ ...............................
16
HydrographReports .................................................................................. ...............................
17
Hydrograph No.
1, SCS Runoff, Post Pond 1 ......................................... ...............................
17
Hydrograph No.
2, Reservoir, Post through pond 1 ................................ ...............................
18
Hydrograph No.
3, SCS Runoff, Post basin 2 ......................................... ...............................
19
Hydrograph No.
4, Reservoir, Post through pond 2 ................................ ...............................
20
Hydrograph No.
5, SCS Runoff, Post to BMP 3 ...................................... ...............................
21
Hydrograph No.
6, Reservoir, Post 3 to BMP 3 ....................................... ...............................
22
Hydrograph No.
8, SCS Runoff, Pre ....................................................... ...............................
23
Hydrograph No.
10, SCS Runoff, Bypass ............................................... ...............................
24
Hydrograph No.
12, Combine, Combine post ......................................... ...............................
25
5 - Year
SummaryReport
........................................................................................ ...............................
26
HydrographReports .................................................................................. ...............................
27
Hydrograph No.
1, SCS Runoff, Post Pond 1 ......................................... ...............................
27
Hydrograph No.
2, Reservoir, Post through pond 1 ................................ ...............................
28
Hydrograph No.
3, SCS Runoff, Post basin 2 ......................................... ...............................
29
Hydrograph No.
4, Reservoir, Post through pond 2 ................................ ...............................
30
Hydrograph No.
5, SCS Runoff, Post to BMP 3 ...................................... ...............................
31
Hydrograph No.
6, Reservoir, Post 3 to BMP 3 ....................................... ...............................
32
Hydrograph No.
8, SCS Runoff, Pre ....................................................... ...............................
33
Hydrograph No.
10, SCS Runoff, Bypass ............................................... ...............................
34
Hydrograph No.
12, Combine, Combine post ......................................... ...............................
35
10 - Year
SummaryReport ........................................................................................ ............................... 36
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Contents continued...
Vaughan tract final.gpw
HydrographReports .................................................................................. ...............................
37
Hydrograph No.
1, SCS Runoff, Post Pond 1 ......................................... ...............................
37
Hydrograph No.
2, Reservoir, Post through pond 1 ................................ ...............................
38
Hydrograph No.
3, SCS Runoff, Post basin 2 ......................................... ...............................
39
Hydrograph No.
4, Reservoir, Post through pond 2 ................................ ...............................
40
Hydrograph No.
5, SCS Runoff, Post to BMP 3 ...................................... ...............................
41
Hydrograph No.
6, Reservoir, Post 3 to BMP 3 ....................................... ...............................
42
Hydrograph No.
8, SCS Runoff, Pre ....................................................... ...............................
43
Hydrograph No.
10, SCS Runoff, Bypass ............................................... ...............................
44
Hydrograph No.
12, Combine, Combine post ......................................... ...............................
45
25 - Year
SummaryReport
........................................................................................ ...............................
46
HydrographReports .................................................................................. ...............................
47
Hydrograph No.
1, SCS Runoff, Post Pond 1 ......................................... ...............................
47
Hydrograph No.
2, Reservoir, Post through pond 1 ................................ ...............................
48
Hydrograph No.
3, SCS Runoff, Post basin 2 ......................................... ...............................
49
Hydrograph No.
4, Reservoir, Post through pond 2 ................................ ...............................
50
Hydrograph No.
5, SCS Runoff, Post to BMP 3 ...................................... ...............................
51
Hydrograph No.
6, Reservoir, Post 3 to BMP 3 ....................................... ...............................
52
Hydrograph No.
8, SCS Runoff, Pre ....................................................... ...............................
53
Hydrograph No.
10, SCS Runoff, Bypass ............................................... ...............................
54
Hydrograph No.
12, Combine, Combine post ......................................... ...............................
55
50 - Year
SummaryReport
........................................................................................ ...............................
56
HydrographReports .................................................................................. ...............................
57
Hydrograph No.
1, SCS Runoff, Post Pond 1 ......................................... ...............................
57
Hydrograph No.
2, Reservoir, Post through pond 1 ................................ ...............................
58
Hydrograph No.
3, SCS Runoff, Post basin 2 ......................................... ...............................
59
Hydrograph No.
4, Reservoir, Post through pond 2 ................................ ...............................
60
Hydrograph No.
5, SCS Runoff, Post to BMP 3 ...................................... ...............................
61
Hydrograph No.
6, Reservoir, Post 3 to BMP 3 ....................................... ...............................
62
Hydrograph No.
8, SCS Runoff, Pre ....................................................... ...............................
63
Hydrograph No.
10, SCS Runoff, Bypass ............................................... ...............................
64
Hydrograph No.
12, Combine, Combine post ......................................... ...............................
65
100 - Year
SummaryReport
........................................................................................ ...............................
66
HydrographReports .................................................................................. ...............................
67
Hydrograph No.
1, SCS Runoff, Post Pond 1 ......................................... ...............................
67
Hydrograph No.
2, Reservoir, Post through pond 1 ................................ ...............................
68
Hydrograph No.
3, SCS Runoff, Post basin 2 ......................................... ...............................
69
Hydrograph No.
4, Reservoir, Post through pond 2 ................................ ...............................
70
Hydrograph No.
5, SCS Runoff, Post to BMP 3 ...................................... ...............................
71
Hydrograph No.
6, Reservoir, Post 3 to BMP 3 ....................................... ...............................
72
Hydrograph No.
8, SCS Runoff, Pre ....................................................... ...............................
73
Hydrograph No.
10, SCS Runoff, Bypass ............................................... ...............................
74
Hydrograph No.
12, Combine, Combine post ......................................... ...............................
75
You created this PDF from an application that is not licensed to print to novaPDF printer (http: / /www.novapdf.com)

The USGS quadrangle map and the soil survey map follow this page with the site marked.

THE Town OF
q0 fly
Springs
NORTH CAROLINA
Natural Resource Inventory
TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
A Natural Resource Inventory form is required to be brought by the petitioner to the Concept Plan Meeting for a
development to assist Engineering Staff in determining the Town environmental development requirements that
the project will be subject to (i.e. Flood Study, Stormwater BMP locations, Riparian Buffers, etc.)
Contact Information
y
Applicant
Applicant Agent
Business Name:
R LA : 4, �'
a It A sa
Contact Person:
1 (Lk .
Street Address:
q 3 0-1 ( i C" t'I of ML Ikb
I T�(,
City, State, Zip:
G € f (-, SAP I
C,,A r -tit &J' Z 15 I -
Telephone Number:
Fol ?
I,
Fax number:
FIRM Ma & Panel #: ot, Map effective Date: f / 0
'
Email address:
1 @ �s E,: 3 i v .`.:; €}._�,t / x'�!s;;*$ xi-'.. �'GY e�reti rkAY ;.'`!
� �, 4
el g 4 %j I of & o v r�.., V'� (�5) a L+, F
r�
Project Information
Project Name: V "1 U r, PA d 8 1. `•vk ,(4 4 V St
Project Location: �. TLV � r U k �_i v
wi�.,3M G+°
PIN Number(s): River Basin: 63— A,- -V1, 1,rJE' V
Project Tributary to Bass Lake? ,Yes ❑ No
# of reaches in or adjacent to project boundary? Will site have stream /wetland impact? 'E0 Yes ❑ No
Is this project part of an existing Plan that was submitted for review prior to 11/6/07 and remains current with
the Town? ❑ Yes ,No
Does this project use Green Oaks Parkway for access? ❑ Yes 9, No
Items to be provided by Applicant with NRI Form
y
Drainage Area Map with the basins acreage labeled
f
Wake County 1970 Soils Survey & 1:24,000 scale 7.5 minutes USGS quadrangle ma
Topography (Wake Co. 2' or 5' contours unless field survey topography is available
Q'
Perimeter Project Boundary
Most up to date aerial or map of project area (showing at least 20' from property boundary)
Known features existing on the property (streams, wetlands, floodplain, riparian buffers, etc.) and
evaluation of Jurisdictional streams and wetlands (if known, if not this will be requested at first submittal of
Prelim Plan
❑
Flood Hazard soils from Wake County GIS or FEMA
r
Submit Preliminary impervious Calculations
Fol ?
Show FEMA 100 year existing, 100 year proposed, 500 year. existing
®'
FIRM Ma & Panel #: ot, Map effective Date: f / 0
'
Identification of any existing ponds or impoundments upstream or downstream of the project within '/4
mile
Additional Items provided by Applicant
Add text here
16001 Natural Resources Inventory Page 1 of 2
9/19/12

Flood Study Determination - Office Use Only
1.
❑ No
Under 5 acres of Drainage (if between 5 -20 acre then limited detail)
2. ❑ Yes
❑ No
20 acres of drainage or more
3. ❑ Yes
❑ No
Existing detailed study upstream /downstream of the project
4. ❑ Yes
❑ No
Existing unmapped residential or commercial structures with finished floors (reference
aerial phot
5. ❑ Yes
❑ No
Existing topography — channel geometry indicates flood lain
6. ❑ Yes
❑ No
Existing limited study, verify post =pre development flows and if it stays in existing
drainage easement
7. ❑ Yes
❑ No
Upstream /Downstream complaints (app dr. comp. map [per the approved drainage
complaint ma
8. ❑ Yes
❑ No
Upstream/Downstream pond/impoundments require analysis form 16027
Summary of Environmental Requirements for this Project - Office Use Only
Pur ose: This is memorialize 22ject re uirements determined at the Conce t Plan Review Meetin2 & to be used to fill out form #8005
Flood Study Summary:
Detailed Town Flood Stud Required
El 100 year Post Dev. — Peak discharge h drograph
Limited Detail Town Flood Stud Re uired
7 El
El Pre /Past Q
No Flood Study Required
❑ Pre/ post HW on downstream structures
❑ Drainage easement labeled
Stormwater Summary:
❑ NPDES Stormwater Required
❑ No NPDES Stormwater Required
Note: This project may be subject to NC 401 Stormwater
Riparian "Stream" Buffer Summary:
❑ NC 50' Neuse Buffer Rules
❑ TOHS 100' Neuse Buffer Rules
❑ TOHS 30' Cape Fear Buffer Rules
❑ TOHS Bass Lake 100' Undisturbed Buffer Rules
❑ No Riparian Buffers Required
Comments & Additional Items Required - Office Use Only
Concept Meeting Determination - Office Use Only
Purpose: This is given to Applicant and a copy for staff as a record of what will be required for 151 Preliminary Plan Submittal.
U Completed evaluation of jurisdictional streams and wetlands
❑ Impervious calculations (agency review)
❑ Preliminary flood study requirement and type
❑ Preliminary stormwater management report
(drainage layout with sizes, drainage calculations, BMP calculations, drainage area maps).
❑ Project is exempt from TOHS NPDES Stormwater
if 401 certification required for project DWQ stormwater may still apply)
Staff Member completing form:
This form is to be completed by Staff at Concept Meeting and provided to petitioner.
16001 Natural Resources Inventory Page 2 of 2
9/19/12
Date:

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QF W A 7-F R Michael F. Easley, Governor
'0 pG William G. Ross Jr., Secretary
2 W"Pr North Carolina Department of Environment and Natural Resources
Q 131 Coleen H. Sullins, Director
2
rOT
Division of Water Quality
August 11, 2008
Melanie McKinney, L.S.S.
S &ME, Inc.
3718 Old Battleground Rd
Greensboro, NC 27410
NBRRO #08 -172
BASIN: Wake County
Neuse River X Tar- Pamlico
(15A NCAC 2B .0233) 0 5A NCAC 2B .0259)
Project Name: Adams Tract
Location/Directions: Property is a combination of parcels located at southern intersection of Ralph Stevens Rd and
Hwy 55 in Holly Springs
Subiect Stream: UT to Basil Creek
Date of Determination: July 28, 2008
Feature(s)
Not
Subject
Start @
Stop@
Stream
Soil Survey
Subject
Form Pts.
A
X
S1
X1
X
A coat.
X
Bl
B33
X
Al
X
B
X
M1
Throughout
X
C
X
Basil
X
Throughout
X
Creek
USGS
Topo
X
X
11
X
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be a`stream There may be
other streams located on your property that do not show up on the maps referenced above but, still may be
considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Quality.
This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected
parties that dispute a determination made by the DWQ or Delegated Local Authority that a surface water
exists and that it is subject to the buffer rule may request a determination by the Director. A request for a
determination by the Director shall be referred to the Director in writing c/o Cyndi Karoly , DWQ
Wetlands /401 Unit, 2321 Crabtree Blvd., Raleigh, NC 27604 -2260. Individuals that dispute a determination
by the DWQ or Delegated Local Authority that "exempts" a surface water from the buffer rule may ask for
an ad judicatory hearing. You must act within 60 days of the date that you receive this letter. Applicants are
hereby notified that the 60 -day statutory appeal time does not start until the affected party (including One
downstream and adjacent landowners) is notified of this decision. DWQ recommends that the applicant ithC �lina
d
North Carolina Division of Water Quality Raleigh, Regional Office Surface Water Protection Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699 -1628 FAX [phone]
An Equal Opportunity /Affirmative Action Employer— 50% Recycled /10% Post Consumer Paper

Adams Tract Hwy 55
Wake County
August 11, 2008
Page 2 of 2
conduct this notification, in order to be certain that third party appeals are made in a timely manner. To ask
for a hearing, send a written petition, which conforms to Chapter 150B of the North Carolina General
Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699 -6714. This
determination is final and binding unless you ask for a hearing within 60 days.
The (owner /future owners) should notify the Division of Water Quality (including any other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the subject property
(stated above). This project may require a Section 4041401 Permit for the proposed activity. Any inquiries
should be directed to the Division of Water Quality (Central Office) at (919)- 733 -1786, and the US Army
Corp of Engineers (Raleigh Regulatory Field Office) at (919) - 876 - 8441.
Respectfully, r
Martin Richmond
Environmental Specialist
CC: Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
RROZSWP File Copy
Central Files
NopaictttCarolina
Naturally
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Intemet: h2o.enr.state.ne.us 1628 Mail Service Center Raleigh,, NC 27699 -1628 FAX [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper

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The Stormwater Fee -in -Lieu Request Form follows this page.

THE Town of Town Of Holly Springs
H011y Engineering Department
Springs Stormwater Fee -In -Lieu Request Form
NORTH CAROLINA
If applicable, please print this form, fill in requested information, sign and date and submit it as a draft with your Preliminary
Stormwater Management Report. An updated version of the form will need to be submitted with the final Stormwater management
report.
Contact Information
Applicant (FRP) Applicant Agent
Business Name:
Beazer Homes - Raleigh
Hugh J. Gilleece, III and Associates
Contact Person:
Britt Spivey
Jay Gilleece
Street Address:
4509 Creedmoor Rd Suite 200
875 Walnut St., Suite 360
City, State, Zip:
Raleigh, NC 27612
Cary, NC 27511
Telephone Number:
919) 277 -2406
(919) 469 -1101
Fax number:
(919)
5.64
Email address:
[e-mail]
gilleece @bellsouth.net
Project Information
Project Name:
Beazer _Vaughan Subdivision
TOHS Project Number:
13 -DO -02
Project Location:
Ralph Stephens Road
PIN Number:
065803133419 and 0658034571
River Basin:
®
Neuse
❑
Cape Fear
Nutrient Removal Information
®
Total Site Area
73,0
Acres
®
Existing Impervious Area
0
Sq. ft.
®
I Proposed Impervious Area
731,808
sq. ft.
®
Pre - Development Nitrogen Load
4.47
lbs. /ac /yr.
®
Post - Development Nitrogen Load
5.64
lbs. /ac /yr.
®
Nitrogen removed by BMP(s)
1,21
lbs. /ac /yr.
®
Total Nitrogen = Post - Development Nitrogen Load - Nitrogen removed by BMP(s)
4.43
lbs. /ac /yr.
®
Fee Amount to be paid to the TOHS Note: Fee in -lien must be paid prior to issuance of
Env. Dev. Permit ,front the Engineering Department
❑
Supporting calculations for determining fee amount
❑
Maintenance Agreement
NOTE: lbs. nitrogen acre /year — Total Nitrogen
Neuse River Basin: Total fee -in -lieu = Number of pounds /acre /year to be offset x Acres in Development x 30 years x
23- 325 -53 $18.49 per pound.
$ 33,609 = 0.83 - lbs. nitrogen/acre /year x 73 acres x 30 years x $18.49/lb.
Cape Fear River Basin: Total fee -in -lieu = Number of pounds /acre /year to be offset x Acres in Impervious Surface x 30 years
23- 325 -53 x $14.00 per pound.
$ = _ lbs. nitrogen/acre /year x _ acres x 30 years x $14.00/lb.
Use Only L Preliminary
Initials Date
Approved $ at Construction
16006 SW Fee -in -lieu Request Page 1 of 1
11/24/10
Initials Date
Pavment
Initials Date

Anti Flotation Calculations

Project: Beazer Vaughan Tract
Side 1: 4 ft.
Side 2: 4 ft.
Top of Riser Elev. 412.00
Bottom Elev. 406.30
Height 5.70
Volume of Water Displaced
Assume:
Concrete Riser Anti - flotation Block
Riser: W P #1 Date: 4/18/14
Wall thickness = 1 in.
X -Sect. Area = 17.36 s. f.
98.96 c. f. Weight of Water Displaced 6177.97 lbs.
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
CAExcel \Master \RiserMas2.xls
1163.75 lbs.
0.00 ft. long 1.19 ft. high 0.00 lbs.
0.00 ft. long 1.19 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 1163.75 lbs.
5014.22 lbs.
57.26 c. f.
3.2982 ft. = 39.5778 in.
Use 40 in. thick

Concrete Riser Anti - flotation Block
Project: Beazer Vaughan Tract Riser: WP #2 Date: 4/18/14
Side 1: 4 ft. Wall thickness = 1 in.
Side 2: 4 ft. X -Sect. Area = 17.36 s. f.
Top of Riser Elev. 389.80
Bottom Elev. 385.00
Height 4.80
Volume of Water Displaced 83.33 c. f. Weight of Water Displaced
Assume:
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
C AExcel \Master \Ri serMas2.xl s
0.00 ft. long 1.19 ft. high
0.00 ft. long 1.19 ft. high
ft. long ft. high
Total Weight above bottom
4222.50 lbs.
48.22 c. f.
2.7774 ft. = 33.3287 in.
Use 38.25 in. thick
5202.50 lbs.
980.00 lbs.
0.00 lbs.
0.00 lbs.
0.00 lbs.
980.00 lbs.

Project: Beazer Vaughan Tract
Side 1: 4 ft.
Side 2: 4 ft.
Top of Riser Elev. 393.10
Bottom Elev. 388.00
Height 5.10
Volume of Water Displaced
Assume:
Concrete Riser Anti - flotation Block
Riser: WP #3 Date: 4/18/14
Wall thickness = 1 in.
X -Sect. Area = 17.36 s. f.
88.54 c. f. Weight of Water Displaced 5527.66 lbs.
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
CAExcel \Master \RiserMas2. xl s
1041.25 lbs.
0.00 ft. long 1.19 ft. high 0.00 lbs.
0.00 ft. long 1.19 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 1041.25 lbs.
4486.41 lbs.
51.23 c. f.
2.9510 ft. = 35.4117 in.
Use 38.25 in. thick

Erosion Control Calculations

Project: Beazer Vauhan
Date: 6/20/2014
BASIN
)RAINAGE
DENUDED
VOLUME
SURFACE
SIZE
WEIR
VOLUME
Q10
Skimmer
10.20
AREA
AREA
READ.
kREA REQ
(W' x L' x D')
LENGTH
Provided
CFS
/Orifice
2
(AC)
5.50
(AC)
3.44
(CF)
6200
(SF)*
4830
24
(FT.)
10
(CF)
17.70
Size(IN)
W P #1
100 x 50 x 3
13500
11.1
3/1.75
W P #2
15.90
13.90
25020
13963
90 x 170 x 4
20
49000
32.1
4/3
W P #3
15.80
13.70
24660
13875
90 x 160 x 3
20
44000
31.9
4/3
TST#4
4.20
1.88
3384
5200
60 x 90 x 3
6
7600
7
3/1
"PER NC SEDIMENTATION AND EROSION CONTROL MANUAL
fl 10
Project: Beazer Vauhan
Date: 6/20/2014
OUTLET
NO.
PIPE DIA.
(IN.)
VELOCITY1 ZONE
10 YR (FPS)
STONE
SIZE
STONE
CLASS
WIDTH
(FT.)*
LENGTH
(FT.)
DEPTH
(IN.)
1
24
10.20
2
14
B
6
12
24
21
18
10.30
2
10
B
4.5
9
24
31
30
17.70
3
25
1
7.5
20
25
71
30
13.20
3
25
1
7.5
20
25
100
30
8.30
2
8
B
7.5
15
24
200
24
10.20
2
14
B
9
12
24
215
30
12.10
3
25
1
7.5
20
25
OS1
30
5.90
2
8
B
7.5
15
24
OS2
36
9.50
2
12
B
9
18
24
OS3
36
9.60
2
12
B
9
18
24
221
48
13.10
3
25
1
12
32
25
*Downstream width, use 3 x pipe diameter upstream.
Provide Plunge pools at outfalls of 100 and 215
Z: \Jobs \20000 \Vaughn Property \Documents \Reports \Vaughan Erosion Control Table.xis Page 1

Beazer Vaughan
TST #1
Selection of Sediment Control Measure
r
Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
X44 Disturbed Area (Acres)
f1�1 Peak Flow from 10 -year Storm (cfs)
TGH and BRB/11/25/2008
User entry
Calculated Value
Gilleece Associates
By: DS
4/18/14

Beazer Vaughan
TST #1
Temporary Sediment Basin
Okay
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
6198.347 Required Volume ft3
4830 Required Surface Area ft2
49.1 Suggested Width ft
98.3 Suggested Length ft
f" 00 Trial Top Width at Spillway Invert ft
�a6j Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 13 feet above grade)
82 Bottom Width ft
32 Bottom Length ft
2624 Bottom Area ft2
11274 Actual Volume ft3 Okay
5000 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
3�Skimmer Size (inches)
0.25 Head on Skimmer (feet)
7 Orifice Size (1/4 inch increments)
3.19 Dewatering Time (days)
Suggest about 3 days
Gilleece Associates
By: DS
4/18/14
Z: \Jobs \20000 \Vaughn Property \Documents \Reports \Sediment Control Measures with Skimmer Dewatering
11252008 basin 1 .xIs

Beazer Vaughan
TST #2
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Rock Dam,
Do Not Use Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
TGH and BRB/11/25/2008
�� User entry
Calculated Value
Gilleece Associates
By: DS
4/18/14

Beazer Vaughan
TST #2
Temporary Sediment Basin
Okay
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
25020 Required Volume ft3
13963 Required Surface Area ft2
83.6 Suggested Width ft
167.1 Suggested Length ft
`90 Trial Top Width at Spillway Invert ft
M0, Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 13 feet above grade)
72 Bottom Width ft
152 Bottom Length ft
10944 Bottom Area ft2
39204 Actual Volume ft3 Okay
15300 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches)
0.333 Head on Skimmer (feet)
MISSION ME.
Orifice Size (114 inch increments)
3.27 Dewatering Time (days)
Suggest about 3 days
Gilleece Associates
By: DS
4/18/14
Z: \Jobs \20000 \Vaughn Property \Documents \Reports \Sediment Control Measures with Skimmer Dewatering
11252008 basin 2 .xls

Beazer Vaughan
TST #3
Selection of Sediment Control Measure
Do Not Use
Do Not Use
Do Not Use
Okay
Total Drainage Area
Temporary Sediment Trap
Rock Dam,
Skimmer Sediment Basin
Temporary Sediment Basin
0] Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
TGH and BRB/11/25/2008
= User entry
Calculated Value
Gilleece Associates
By: DS
4/18/14

Beazer Vaughan
TST #3
Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
24660 Required Volume ft3
13875 Required Surface Area ft2
83.3 Suggested Width ft
166.6 Suggested Length ft
90 Trial Top Width at Spillway Invert ft
160: Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
ry - Trial Depth ft (2 to 13 feet above grade)
72 Bottom Width ft
142 Bottom Length ft
10224 Bottom Area ft2
36774 Actual Volume ft3 Okay
14400 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
4 Skimmer Size (inches)
0.333 Head on Skimmer (feet)
Orifice Size (1/4 inch increments)
3.07 Dewatering Time (days)
Suggest about 3 days
Gilleece Associates
By: DS
4/18/14
Z: \Jobs \20000 \Vaughn Property \Documents \Reports \Sediment Control Measures with Skimmer Dewatering
11252008 basin 3 .xls

Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
User entry
Calculated Value

Skimmer Basin
Okay
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
3384 Required Volume ft3
5200 Required Surface Area ft2
51.0 Suggested Width ft
102.0 Suggested Length ft
X60: Trial Top Width at Spillway Invert ft
90 Trial Top Length at Spillway Invert ft
",,Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 3.5 feet above grade)
42 Bottom Width ft
72 Bottom Length ft
3024 Bottom Area ft2
12474 Actual Volume ft3 Okay
5400 Actual Surface Area ft2 Okay
j,M Trial Weir Length ft
Trial Depth of Flow ft
18.0 Spillway Capacity cfs Okay
3 Skimmer Size (inches)
0.25 Head on Skimmer (feet)
�1 Orifice Size (1/4 inch increments)
2.93 Dewatering Time (days)
Suggest about 3 days

Riprap Calculations

(Source: "Bank and channel lining procedures'. New York Department of
Transportation, Division of Design and Construction, 1971.)
Guide to Color Key: jUser Input Data lCalculated Value JW6r h66 DM61 ;
)esigned By: DAS Date: 4/18/201
'hecked By: Date:
'Ompany: GILLEECE & ASSOCIATES
Droject Name: Beazer Vaughan
Droject No.: 200001
Site Location (Cityrrown) Holly Springs
Culvert Id. FES #OS1
Estimation of Stone Size and Dimensions For Culvert Aprons
Step l) Compute flow velocity V at culvert or paved channel outlet
Step 2) For pipe culverts Da is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D. = A. where A_ = cross - sectional area of flow at outlet.
For multiple adverts, use D. = 1.25 x Dp of single culvert.
Velocity (ft/s) 5.9
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type is anything other than' Pipe Culvert', Do =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D.=1.25 x Do of single culvert.
Step 3) For apron grades of 10 °5 or steeper, use recounnendarions
For next higher zone. (Zones 1 through 6).
Zone 2 e F igureeDec
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 15 Figure 8 06tl _
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 8.06.0 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max, stone size (in.) 8 Figure 8.086
Step 2. Use figure 9,06. El to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75% of stone, and the maximum
and mininmm range in weight should be 25 -500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Nfamung's Min. thickness
(inches) W. of lining (itches)
Fine 3 0.031 9 12
Licht 6 0.035 12 16
Ivlediutm 13 0.040 18 24
Heavy 23 0.044 30 36
(Ch—eh) foi —pros)
Min. & max range of stones (lbs) 25 -150
Weight range of 75% of stones (Ibs) 50 -150

New York DOT Dissipator Method For Use in Defined Channels?
(Source: `Bank and channel lining procedures'. New York Department of
Transportation, Division of Design and Construction, 1971.)
Guide to Color Key: JUser Input Data Calculated Value Reference Data ::
3esigned By: DAs Date: 4/181201,
Checked By: Date:
Company: GILLEECE'& ASSOCIATES
Project Name: Beazer Vaughan
Project No.: 20000
Site Location (Cityfrown) Holly Springs
Culvert Id. FES #OS2
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Da is diameter.
For pipe arch- arch and box culverts, and paved channel outlets,
D. =A, where A, = cross- sectional area of flow at outlet.
For multiple culverts, use D. = 1.25 x D. of single advert.
Velocity (ft/s) 9.5
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 3
NOTE 1: If opening type is anything other than "Pipe Culvet, Da =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Do of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through (5).
Zone 2 Figure 806c, ,.
Will apron have >/=10% grade? I No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 18 Fioure 8 08d
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 5.06.© to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 8 iFiqtj re
Step 2. Use figure 5.06.0 to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75% of stone, and the maximum
and nmumum range in weight should be 25 -500 lbs.).
NOTE: in determining channel velocities for stone linings and revetment,
use the following coefficients ofroughnness:
Diameter Matnrng's Xhn. duckness
(itches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 is
Ivredium 13 0.040 1s 24
Heavy 23 0.044 30 36
(Cl _60 ()u.prtots)
Min. & max range of stones (lbs) 25- 150
Weight range of 75% of stones (lbs) 50 -150

(Source: "Bank and channel lining procedures ". New York Department of
Transponation, Division of Design and Construction, 1971.)
Guide to Color Key: 10ser Input Data Calculated Value Reference Data:
)esigned By: DAS Date: 4/18/201,
checked By: Date:
:ompany: GILLEECE & ASSOCIATES
Droject Name: Beazer Vaughen
project No.: 20000
Site Location (Cityfrown) Holly Springs
Culvert Id. FES #OS3
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Da is diameter.
For pipe arch. arch and box culverts, and paired channel outlets,
Da =Aa where A. = cross - sectional area of flow at outlet.
For multiple culverts, use D. = 1.25 x Do of single culvert.
Velocity (ft/s) 9.6
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Da (ft) 3
NOTE 1: If opening type Is anything other than "Pipe Culvert', D, =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Do of single culvert.
Step 3) For apron grades of 10°4. or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 'Figure 8.05c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next hlgherZone In Figure 8.06d to
determine apron length.
Apron length (ft) 18 Flour "e 8 06d ,
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 8.06. e0 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max, stone size (in.) 8 Figure 8 06e ,;,,
Step 2. Use figure 8.06F] to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 7591a of stone, and the maximum
and mitimum range in weight should be 25 -500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of rougluunss:
Diameter Manning's XSin. thickness
(itches) "n" of lining (inches)
Fite 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 is 24
Heavy 23 0.044 30 36
(Chic —it) (Mmpnws)
Min. & max range of stones (lbs) 25 -150 `Fiqure 6A5f:
Weight range of 75% of stones (lbs) ;50 -150 Figure' 8.05f!

(Source: "Bank and channel lining procedures'. New York Department of
Transponation. Division of Design and Construction, 1971.)
Guide to Color Key: JUser Input Data Calculated Value lRefeirdride Data
Designed By: DAs Date: 4/18/2014
Checked By: Date:
Company: GILLEECE. & ASSOCIATES,
Project Name: Beazer Vaughan
Project No.: 20000'
Site Location (Cityrrown) Holly Springs
Culvert Id. _ 'FES #1
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts D is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D. =A. where A. = cross - sectional area of flow at outlet.
For multiple culverts, use Do = 1.25 x D. of single culvert.
Velocity (ft/s) 10.2
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2
NOTE 1: If opening type Is anything other than Pipe Culvert', Do =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Da of single culvert.
Step 3.1 For apron grades of 10". or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 I toure`8.06c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone In Figure 8.06d to
determine apron length.
Apron length (ft) 12 Figure
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 5.06.0 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 8
Step 2. Use figure 5.06. ff to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75 °6 of .stone; and the maximum
and mininmm range in weight should be 25 -500 lbs.).
NOTE: Hr determining channel velocities for stone linings and
revetment,
use the following coefficients of roughness:
Diameter Maiming's \Sin. thickness
(itches) "n" of lining
(inches)
Fine 3 0.031 9
12
Light 6 0.035 12
is
Medium 13 0.040 18
24
Heavy 23 0.044 30
36
(Clumelt)
(Di pmo.)
Min. & max range of stones (Ibs) 25 -150
Finure 8 05f
Weight range of 75% of stones (Ibs) 50 -150
Figure 8 05f

(Source: "Bank and channel lining procedures ". New York Department of
Transportation. Division of Design and Construction, 1971.)
Guide to Color Key: JUserinput Data ! Calculated Value Refei.eftce
Designed By: OAS Date: 4118/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Beazer Vaughan
Project No.: 20000'
Site Location (City/Town) Holly Springs -'
Culvert Id. FES #21
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute Rote velocity N; at culvert or paved channel outlet.
Step 2) For pipe culverts Da is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D =A where A-= cross - sectional area of Hon- at outlet.
For multiple culverts, use D. = 1.25 x Do of single culvert.
Velocity (fNs) 10.3
Opening type Pipe Culvert <<
Single or multiple openings? Single
Outlet pipe diameter, Da (ft) 1.5
NOTE 1: If opening type Is anything other than "Pipe Culvert', Da =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Da of single culvert.
Step 3) For apron grades of 10° a or steeper, use recommendations
For next higher zone. (Zones I through 6).
Zone 2 FigGre 8 060
Will apron have >I =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone In Figure 8.06d to
determine apron length.
Apron length (ft) 9 Einure 8 06d
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 8.06. El to detennine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) B Figute 8 Dse ..,
Step 2. Use figure 8.06. ff to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs, for 75° o of stone, and the maximum
and munnmnm range in weight should be 25 -500 ibs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients ofrougluess:
Diameter Mannng's XIiun. duckness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Lielnt 6 0.035 12 18
Medimn 13 0.040 18 24
Heavy 23 0.044 30 36
(Clmacrls) (Dissapam �)
Min. & max range of stones (Ibs) 25 -150 Figure 8 05f
Weight range of 75% of stones (Ibs) 50 -150 ;F'igure 8 05f

(Source: 'Bank and channel lining procedures ", New York Department of
Transportation, Division of Design mid Construction, 1971.)
Guide to Color Key: JUser Input Data Calculated Value Reference:Data ,'
Designed By: DAS Date: 4/18/2014
Checked By: Date:
Company: GILLEECE <& ASSOCIATES
Project Name: Beazer Vaughan
Project No.: 20000
Site Location (City/Town) Holly Springs
Culvert Id. FES #31
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flout velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Da is diameter.
For pipe arch- arch and box culverts, and paved channel outlets,
Do = A. where A. = cross - sectional area of flow at outlet.
For multiple culverts, use Do = 1.25 x Do of single culvert.
Velocity (ft/s) 17.7
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type is anything other than "Pipe Culvert', Do =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Do of single culvert.
Step 3) For apron grades of 10 °0 or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 Fgure80Bc.
Will apron have >/ =10% grade? I No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zane in Figure 8.06d to
determine apron length.
Apron length (ft) 20 Flours 8 06d
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 8.06.E] to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) B
Step 2. Use figure 5.06. ff to determine acceptable size range for stone
(for 13 FPS it is 125 -500 lbs. for 7516 of stone, and the maximum
and minimum range in weight should be 25 -500 lbs.).
\OIE: In determining channel velocities for stone hnutgs and revetment,
use the following coefficients of roughness:
Diameter Mahn ing's \•Sin. thickness
(niches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 13 1g
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Chaecels) tDi:apato ;)
Min. & max range of stones (Ibs) 25 -150 Figure 8 05f
Weight range of 75% of stones (Ibs) 50 -150 F t iire 8 05f , .

(Source: "Bank and channel lining procedures ". New York Department of
Transportation. Division of Design and Construction. 1971.)
Guide to Color Key: JUser !Input Data lCalculated Value lRiffbi.eirice DMd '.
Designed By: DAS Date: 4/18/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Beazer Vaughan
Project No.: 20000
Site Location (Citylrown) Holly Springs
Culvert Id. €ES #71
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch. arch and box. culverts, and paved channel outlets,
D. =A. where A. = cross- sectional area of flow at outlet.
For multiple culverts, use D. = 1.25 x Do of single culvert.
Velocity (fUs) 13.2
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type is anything other than "Pipe Culvert", Do =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Da of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 Ftgure SD6c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 20 F.iouf 8 O6d
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step I. Use figure 8.06.R] to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 8
Step 2. Use figure 8.06.0 to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75S6 of stone, and the mmumum
and nuunnun range in
weight should be
25 -500 lbs.).
NOTE: In determining channel
velocities for stone linings and revetment,
use the following coefficients
of roughness:
Diameter
Mannmg's
\lin. thickness
(itches)
"n"
of lining (inches)
Fine 3
0.031
9 12
Light 6
0.035
12 16
Medium 13
0 -040
18 24
Heavy 23
0.044
30 36
(Channels) (Dmqum >)
Min. & max range of stones (Ibs) 25 -150
Weight range of 75% of stones (Ibs) 50 -150

(Source: "Bank and channel lining procedures'. New York Department of
Transportation. Division of Design and Construction, 1971.)
Guide to Color Key: UserInput Data Calculated Value Reference Data
Designed By: OAS Date: 4/18/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES.
Project Name: Beazer Vaughan
Project No.: 20000
Site Location (Cityfrown) Holly Springs i
Culvert Id. FES #100
Estimation of Stone Size and Dimensions For Culvert Aprons
Step l) Compute How velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Da is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D. =A, where A_ = cross - sectional area of How at outlet.
For multiple culverts, use D. = 1.25 x D. of single culvert.
Velocity (ft/s) 8.3
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type Is anything other than "Pipe Culvert", D, =A,
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x D. of single culvert.
Step 3) For apron grades of 10% or steeper, use reconnnendations
For next higher zone. (Zones 1 through 6).
Zone 2 Floure.8.08c; =:
Will apron have >/ =10 % grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 15 Ficure 8 06d s. =,
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 8.06. e0 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 8 Figure 8 08e
Step '_. Use figure 8.06. f0 to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75° a of stone, and the maximum
and minimum range in weight should be 25 -500 lbs.).
NOTE: in determining channel velocities for stone linings and
revetment,
use the following coefficients of rouglutess'
Diameter Mannmg's Min. thickness
(itches) "n" of lining
(inches)
Fine 3 0.031 9
12
Light 6 0.035 13
18
Medium 13 0.040 18
24
Heavy 23 0.044 30
36
(Chancels)
(Dnopatos)
Min. & max range of stones (lbs) 25 -150
Weight range of 75% of stones (lbs) ;50 -150

New York DOT Dissipator Method For Use in Defined Channels
(Source: "Bank and channel lining procedures". New York Department of
Transportation. Division of Design and Construction, 1971.)
Guide to Color Key: JUser Input Data Calculated Value JR6f6r666 e Data'
Designed By: DAS Date: 4/1812014
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Beazer Vaughan
Project No.: 20000
Site Location (Cityrrown) Holly Springs
Culvert Id. FES #200
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts D. is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D. =A. where A. = cross - sectional area of flow at outlet.
For multiple culverts, use D. = 1.25 x D. of single culvert-
Velocity (fUs) 10.2
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2
NOTE 1: If opening type Is anything other than "Pipe Culvert", Do =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x D. of single culvert.
Step 3) For apron grades of io% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 Figure 8.06e
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to ar greater than 10%, use next higher Zone In Figure 8.06d to
determine apron length.
Apron length (ft) 12 Eioure 8 08d ,.;`?
Determination of Stone Sizes For Dumped Stone Channel Lininos and
Revetments
Step 1. Use figure 8.06. Fe to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 8 Figure 8 06e.
Step 2. Use figure 8.06. f0 to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75 °10 of stone, and the maximum
and minimum range in weight should be
25 -500 Ibs.).
NOTE: In determining channel velocities for stone
linings and revetment,
use the following coefficients of rougluness:
Diameter Mannmg's
Min. duckuess
(inches) "n"
of lining (inches)
Fite 3 0.031
9 12
Light 6 0.035
12 16
Ivlediu m 13 0.040
18 24
Heavy 23 0.044
30 36
(Chamels) (Dusapaton)
Min. & max range of stones (Ibs) 25 -150
Weight range of 75% of stones (Ibs) 50 -150

(Source: "Bank and channel lining procedures'. New York Department of
Transportation. Division of Design and Construction, 1971.)
Guide to Color Key: JUser !Input Data lCalculated Value lftfelrehO e Data:
Designed By: DAS Date: 6/29/2014
Checked By: Date:
Company: GILLEECE.& ASSOCIATES'
Project Name: Beazer Vaughan
Project No.: 1 20000'
Site Location (Cityrrown) Holly Springs
Culvert Id. FES #215A
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch. arch and box culverts. and paved channel outlets,
Do = A. where A. = cross - sectional area of flow at outlet.
For multiple culverts, use D. = 1.25 x Do of single culven.
Velocity (ft/s) 12.1
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type Is anything other than' Pipe Culvert', Do =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Da of single culvert.
Step 3) For apron grades of 10° o or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 3 Flaure 8 b6c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone In Figure 8.06d to
determine apron length.
Apron length (ft) 20 .F{a
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 5.06. e0 to determine maximurn stoue size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 8
Step 2. Use figure 8.06. ff to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs, for 751.6 of stone, and the maximum
and minimum range in weight should be 25 -500 lbs J.
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of rougluress:
Diameter Mannmg's Min. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.041 30 36
(Clmrnels) (D— pit..)
Min. & max range of stones (Ibs) 25 -600 Figure 8 05f
Weight range of 75% of stones (Ibs) 50 -600 Figure 8 05f

New York DOT Dissipator. Method 'For Use in Defined Channels'
(Source: "Bank and channel lining procedures ". New York Department of
Transportation, Division of Design and Construction, 1971.)
Guide to Color Key: jUserinputData Calculated Value Reference Data
Designed By: DAs Date: 6/29/201
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Beazer Vaughan
Project No.: 20000!
Site Location (Cityrrown) Holly Springs .`
Culvert Id. FES #221
Estimation of Stone Size and Dimensions For Culvert Aprons
Slept) Compute Hots• velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts D is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D. =A. where A. = cross- sectional area of flow at outlet.
For multiple culverts, use D. = 125 x Do of single culvert.
Velocity fts) 13.1
Opening type Pipe Culvert
Single or multiple openings? Multiple
Outlet pipe diameter, Do (ft) 4
NOTE 1: If opening type Is anything other than "Pipe Culvert", Da =Aa
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, 0,=1.25 x Do of single culvert.
Step 3) For apron grades of 10 *0 or steeper, use recommendations
For next higher zone. (Zones I through 6).
Zone 3 Figure 6 06c
Will apron have >I =10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone In Figure 8.06d to
determine apron length.
Apron length (ft) 32 Figure 6 06d
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 5.06.© to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 25 Figure 8 06e,
Step 2. Use figure 6.06. El to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75° a of stone, and the maximum
and mitumum range in weight should be 25 -500 lbs.).
MOTE: In determining channel velocities for stone linings and reveunent,
use the following coefficients of rouglmess:
Diameter Nlammg's Min. thickness
(itches) 'h" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 is
Medium 13 0.040 is 24
Heavy 23 0.044 30 36
(CLamels) (DUenpmors)
Min. & max range of stones (Ibs) 25 -600 Piqure 8 05f .
Weight range of 75% of stones (Ibs) 50 -600 Figu`re 8 05f _ „

Figure 8.06c: Zone Determiniation for Apron Material
m

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ditch #1 2 yr.txt
channel calculator
Given Input Data:
shape.......................
solving for .....................
Flowrate ........................
slope........................
manning's n .....................
Height .....................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Depth..........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Top width .......................
Area............................
Perimeter. .....................
Percent full .....................
critical Informati
critical depth ..................
critical slope .................
critical velocity ...............
critical area ...................
critical perimeter .. .........
critical hydraulic radius .......
critical top width ..............
specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
Trapezoidal
Depth of Flow
14.7000 cfs
0.0070 ft /ft
0.0200
120000.0000 in
24.0000 in
3.0000 ft /ft (v /H)
3.0000 ft /ft (v /H)
15.3911 in
4.7213 fps
14.7000 cfs
3.1135 ft2
56.4472 in
7.9428 in
34.2607 in
3.1135 ft2
56.4472 in
100.0000
on
13.3648 in
0.0109 ft /ft
5.5662 fps
2.6409 ft2
52.1755 in
7.2888 in
32.9099 in
1.6290 ft
1.6706 ft
0.7971
subcritical
Page 1

ditch #1 2 yr 025.txt
channel calculator
Given Input Data:
shape ......................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate 14.7000 cfs
slope ........................... 0.0070 ft /ft
manning's n ..................... 0.0250
Height .......................... 120000.0000 in
Bottom width .................... 24.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
computed Results:
Depth .......................... 17.7208 in
velocity ......
Full Flowrate ................... 1499000fccfs
Flow area 3.6804 ft2
Flow perimeter .................. 61.3586 in
Hydraulic radius ................ 8.6373 in
Top width ....................... 35.8138 in
Area ............................ 3.6804 ft2
Perimeter ..... .... .... .......
61.3586 in
Percent full . . 100.0000
Critical Information
critical depth .................. 13.3648 in
critical slope .................. 0.0170 ft /ft
critical velocity ............... 5.5662 fps
critical area ................... 2.6409 ft2
critical perimeter .. 52.1755 in
critical hydraulic radius ....... 7.2888 in
critical top width .............. 32.9099 in
specific energy ................. 1.7247 ft
Minimum energy .................. 1.6706 ft
Froude number 0.6341
Flow condition .................. subcritical
Page 1

ditch #1 10 yr 003.txt
channel calculator
Given Input Data:
shape ........................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 18.5000 cfs
slope ........................... 0.0070 ft /ft
manning's n ..................... 0.0300
Height .......................... 120000.0000 in
Bottom width .................... 24.0000 in
Left slope ...................... 3.0000 ft /ft (V /H)
Right slope ..................... 3.0000 ft /ft (V /H)
computed Results:
Depth ........................... 22.9079 in
velocity ........................ 3.6759 fps
Full Flowrate ................... 18.5000 cfs
Flow area ....................... 5.0327 ft2
Flow perimeter .................. 72.2941 in
Hydraulic radius ................ 10.0245 in
Top width ....................... 39.2719 in
Area ............................ 5.0327 ft2
Perimeter 72.2941 in
Percent full . ..._._ ............... 100.0000
critical informati
critical depth ..................
critical slope .................
critical velocity ...............
critical area ...................
critical perimeter ..............
critical hydraulic radius .......
critical top width ..............
specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
on
15.4207 in
0.0248 ft /ft
5.9284 fps
3.1206 ft2
56.5097 in
7.9520 in
34.2805 in
2.1190 ft
1.9276 ft
0.5226
subcritical
Page 1

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tmp #6.txt
channel calculator
Given Input Data:
shape ........................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate 9.5000 cfs
slope ........ 0.0070 ft /ft
manning's n ..................... 0.0200
Height .......................... 120000.0000 in
Bottom width .................... 24.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
computed Results:
Depth ........................... 11.6512 in
velocity ........................ 4.2108 fps
Full Flowrate ................... 9.5000 cfs
Flow area ....................... 2.2561 ft2
Flow perimeter .................. 48.5630 in
Hydraulic radius ................ 6.6899 in
Top width ....................... 31.7675 in
Area ............................ 2.2561 ft2
Perimeter ..... .... .... .......
48.5630 in
Percent full . 100.0000
critical Information
critical depth .................. 10.1505 in
critical slope ................. 0.0108 ft /ft
critical velocity ............... 4.9216 fps
critical area ................... 1.9303 ft2
critical perimeter .............. 45.3992 in
critical hydraulic radius ....... 6.1225 in
critical top width .............. 30.7670 in
specific energy ................. 1.2465 ft
Minimum energy .................. 1.2688 ft
Froude number ................... 0.8041
Flow condition .................. subcritical
Page 1

tmp #5.txt
channel calculator
Given Input Data:
shape ....................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate 9.5000 cfs
slope ........................ 0.0070 ft /ft
Manning's n ..................... 0.0280
Height .......................... 120000.0000 in
Bottom width .................... 24.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
Computed Results:
Depth ........................... 14.4432 in
velocity ........................ 3.2871 fps
Full Flowrate ................... 9.5000 cfs
Flow area ....................... 2.8901 ft2
Flow perimeter .................. 54.4490 in
Hydraulic radius ................ 7.6434 in
Top width ....................... 33.6288 in
Area ............................ 2.8901 ft2
Perimeter ..... .... .... ....... n
54.4490 i
Percent full . ...... . 100.0000
Critical informati
critical depth ..................
critical slope .................
critical velocity ...............
critical area ...................
critical perimeter ..............
critical hydraulic radius .......
critical top width ..............
specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
on
10.1505 in
0.0211 ft /ft
4.9216 fps
1.9303 ft2
45.3992 in
6.1225 in
30.7670 in
1.3715 ft
1.2688 ft
0.5706
subcritical
Page 1

tmp #4.txt
channel calculator
Given Input Data:
Shape ....................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate 11.9000 cfs
slope ........................ 0.0070 ft /ft
Manning's n ..................... 0.0300
Height .......................... 120000.0000 in
Bottom width 24.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
computed Results:
Depth ........................... 17.4004 in
velocity ........................ 3.3047 fps
Full Flowrate 11.9000 cfs
Flow area ....................... 3.6009 ft2
Flow perimeter .................. 60.6833 in
Hydraulic radius ................ 8.5449 in
Top width ....................... 35.6003 in
Area ............................ 3.6009 ft2
Perimeter .......................
60.6833....1 in
Percent full ....... 100.0000
Critical informati
critical depth ..................
critical slope .................
critical velocity ...............
critical area ...................
critical perimeter ..............
critical hydraulic radius .......
critical top width ..............
specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
on
11.7047 in
0.0244 ft /ft
5.2471 fps
2.2679 ft2
48.6756 in
6.7093 in
31.8031 in
1.6198 ft
1.4631 ft
0.5288
subcritical
Page 1

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tmp #7.txt
Channel Calculator
Given Input Data:
shape .. ...................
solving for ..................
Flowrate ................
slope ........................
manning's n .....................
Height .....................
Bottom width ....................
Left slope ...................
Right slope .....................
Computed Results:
Depth..........................
Velocity ........................
Full Flowrate ............
Flow area
Flow perimeter .................
Hydraulic radius ................
Top width .......................
Area............................
Perimeter
Percent full ...........
.....,
Critical Informati
critical depth ..................
critical slope .................
critical velocity ...............
Critical area ...................
Critical perimeter .......111.1..
Critical hydraulic radius .......
Critical top width ..............
specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
Trapezoidal
Depth of Flow
4.9000 cfs
0.0130 ft /ft
0.0200
120000.0000 in
24.0000 in
3.0000 ft /ft (V /H)
3.0000 ft /ft (V /H)
6.2484 in
4.3295 fps
4.9000 cfs
1.1318 ft2
37.1727 in
4.3843 in
28.1656 in
1.1318 ft2
37.1727 in
100 0000
on
6.6422 in
0.0107 ft /ft
4.0524 fps
1.2092 ft2
38.0030 in
4.5817 in
28.4281 in
0.8120 ft
0.8303 ft
1.0992
Supercritical
Page 1

tmp #8.txt
channel calculator
Given Input Data:
shape ...................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 4.9000 cfs
slope ........................ 0.0130 ft /ft
manning's n ..................... 0.0280
Height ...................... 120000.0000 in
Bottom width .................... 24.0000 in
Left slope ...................... 3.0000 ft /ft (V /H)
Right slope ..................... 3.0000 ft /ft (v /H)
computed Results:
Depth 7.7516 in
velocity ........
Full Flowrate 4.9000 cfs
Flow area 1.4310 ft2
Flow perimeter .................. 40.3418 in
Hydraulic radius ................ 5.1080 in
Top width ....................... 29.1677 in
Area ............................ 1.4310 ft2
Perimeter .... .... .......
40.3418 in
Percent full 100.0000
Critical Information
Critical depth .................. 6.6422 in
Critical slope .................. 0.0210 ft /ft
critical velocity ............... 4.0524 fps
critical area ................... 1.2092 ft2
Critical perimeter .... 38.0030 in
critical hydraulic radius ....... 4.5817 in
critical top width .............. 28.4281 in
specific energy ................. 0.8282 ft
Minimum energy .................. 0.8303 ft
Froude number 0.7867
Flow condition .................. subcritical
Page 1

tmp #9.txt
Channel Calculator
Given Input Data:
shape ........................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate 6.1700 cfs
slope ........................... 0.0130 ft /ft
Manning's n ..................... 0.0300
Height .......................... 120000.0000 in
Bottom width .................... 24.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (V /H)
Computed Results:
Depth 9.3946 in
velocity .........
3.4858 fps
Full Flowrate 6.1700 cfs
Flow area ....................... 1.7701 ft2
Flow perimeter .................. 43.8055 in
Hydraulic radius ................ 5.8187 in
Top width ....................... 30.2630 in
Area ............................ 1.7701 ft2
Perimeter .......................
43....8055....1n_
Percent full .................... 100.0000
Critical Information
Critical depth 7.7050 in
Critical slope .................. 0.0241 ft /ft
Critical velocity ............... 4.3402 fps
Critical area ................... 1.4216 ft2
Critical perimeter .............. 40.2436 in
Critical hydraulic radius ....... 5.0868 in
Critical top width .............. 29.1367 in
specific energy ................. 0.9717 ft
Minimum energy .................. 0.9631 ft
Froude number 0.7335
Flow condition .................. subcritical
Page 1

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tmp #10.txt
channel Calculator
Given Input Data:
shape ............
Solving for
Flowrate
slope ........................
Manning's n
Height ..........................
Bottom width
Left slope
Right slope .....................
Computed Results:
Depth ........................... ........................
Full Flowrate
Flow area .......
Flow perimeter
Hydraulic radius
Top width .......................
Area
Perimeter
Percent full
Critical Informati
Critical depth ................
critical slope ...........
Critical velocity
critical area ......
critical perimeter ........
critical hydraulic radius .
Critical top width .... •.•
specific energy .................
Minimum energy ........
Froude number ....
Flow condition ..................
Trapezoidal
Depth of Flow
3.6900 cfs
0.0210 ft /ft
0.0200
120000.0000 in
24.0000 in
3.0000 ft /ft (v /H)
3.0000 ft /ft (v /H)
4.4764 in
4.6564 fps
3.6900 cfs
0.7925 ft2
33.4371 in
3.4128 in
26.9843 in
0.7925 ft2
33.4371 in
100.0000
on
5.5279 in
0.0108 ft /ft
3.7195 fps
0.9921 ft2
35.6539 in
4.0068 in
27.6853 in
0.7100 ft
0.6910 ft
1.3828
Supercritical
Page 1

tmp #ll.txt
Channel Calculator
Given Input Data:
shape Trapezoidal
solving for Depth of Flow
Flowrate 3.6900 cfs
slope 0.0210 ft /ft
manning's n 0.0280
Height 120000.0000 in
Bottom width 24.0000 in
Left slope 3.0000 fin (v /H)
Right slope ..................... 3.0000 ft /ft (V /H)
Computed Results:
Depth 5.5451 in
velocity 3.7072 fps
Full Flowrate 3.6900 cfs
Flow area 0.9954 ft2
Flow perimeter 35.6901 in
Hydraulic radius 4.0160 in
Top width 27.6967 in
Area ... ........................ 0.9954 ft2
Perimeter 35.6901 in
Percent full ._..._. •••• ••....._ 100.0000
critical informati
Critical depth ..........
Critical slope
critical velocity
critical area
Critical perimeter
Critical hydraulic radius
Critical top width
specific energy
Minimum energy
Froude number
Flow condition ..................
on
5.5279 in
0.0212 ft /ft
3.7195 fps
0.9921 ft2
35.6539 in
4.0068 in
27.6853 in
0.6757 ft
0.6910 ft
0.9952
subcritical
Page 1

tmp #12.txt
channel calculator
Given Input Data:
shape ..................
solving for ............
Flowrate
slope ........................
Manning's n ...............
Height.........................
Bottom width
Left slope
Right slope .....................
computed Results:
Depth ........................... ..
Full Flowrate ........
Flow area
Flow perimeter ..........
Hydraulic radius ..............
Topwidth .......................
Area............................
Perimeter . .
..
Percent full• . .. ..........
critical informati
critical depth ..............
critical slope ..............
critical velocity ...........
critical area ..........
critical perimeter .. .......
critical hydraulic radius ....
critical top width ..............
specific energy .................
Minimum energy ..................
Froude number .......
Flow condition ..................
Trapezoidal
Depth of Flow
4.6200 cfs
0.0210 ft /ft
0.0300
120000.0000 in
24.0000 in
3.0000 ft /ft (v /H)
3.0000 ft /ft (v /H)
6.6906 in
3.7909 fps
4.6200 cfs
1.2187 ft2
38.1049 in
4.6056 in
28.4604 in
1.2187 ft2
38.1049 in
100.0000
on
6.3945 in
0.0242 ft /ft
3.9814 fps
1.1604 ft2
37.4807 in
4.4582 in
28.2630 in
0.7809 ft
0.7993 ft
0.9323
subcritical
Page 1

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tmp #104.txt
channel calculator
liven Input Data:
shape ..... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 1.1400 cfs
slope ........................... 0.0180 ft /ft
mann-ing's n ..................... 0.0200
Height .. 12.0000 in
Bottom width .................... 12.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
= omputed Results:
Depth 3.6141 in
velocity ........................ 3.4398 fps
Full Flowrate ................... 7.5599 cfs
Flow area ....................... 0.3314 ft2
Flow perimeter .. 19.6192 in
Hydraulic radius ................ 2.4325 in
Top width ....................... 14.4094 in
Area ............................ 1.3333 ft2
Perimeter .................... 37.2982 in
Percent full .................... 30.1176
critical informati
critical depth ..................
critical slope .................
critical velocity ...............
critical area ...................
Critical perimeter ..............
critical hydraulic radius .......
critical top width ..............
specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
on
3.9634 in
0.0135 ft /ft
3.1093 fps
0.3666 ft2
20.3555 in
2.5937 in
14.6423 in
0.4851 ft
0.4954 ft
1.1543
supercritical
Page 1

tmp #105.txt
channel calculator
Given Input Data:
shape ....................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 1.1400 cfs
slope ........................ 0.0180 ft /ft
Manning's n ..................... 0.0250
Height .. ........
Bottom width .................... 12.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
Computed Results:
Depth ........................... 4.1704 in
velocity ........
Full Flowrate 6.0480 cfs
Flow area 0.3878 ft2
Flow perimeter .................. 20.7920 in
Hydraulic radius ................ 2.6858 in
Top width ....................... 14.7803 in
Area ............................ 1.3333 ft2
Perimeter .................... 37.2982 in
Percent full 34.7533
critical information
critical depth .................. 3.9634 in
critical slope .................. 0.0211 ft /ft
critical velocity ............... 3.1093 fps
critical area ................... 0.3666 ft2
critical perimeter .............. 20.3555 in
critical hydraulic radius ....... 2.5937 in
critical top width .............. 1#.6423 in
specific energy ................. 0.4818 ft
Minimum energy .................. 0.4954 ft
Froude number 0.9236
Flow condition .................. subcritical
Page 1

tmp #106.txt
channel calculator
liven Input Data:
shape ......................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 1.4300 cfs
slope ........................... 0.0180 ft /ft
manning's n ..................... 0.0300
Height ..................... 12.0000 in
Bottom width .................... 12.0000 in
Left slope ...................... 3.0000 ft /ft CV/H)
Right slope ..................... 3.0000 ft /ft (v /H)
:omputed Results:
De th 5.42.22 in
velocity ........................ 2.7505 fps
Full Flowrate ................... 5.0400 cfs
Flow area ....................... 0.5199 ft2
Flow perimeter .................. 23.4310 in
Hydraulic radius ................ 3.1952 in
Top width ....................... 15.6148 in
Area ............................ 1.3333 ft2
Perimeter .................... 37.2982 in
Percent full .................... 45.1850
critical Informati
critical depth ..................
critical slope .................
critical velocity ...............
critical area ...................
critical perimeter ..............
critical hydraulic radius .......
critical top width ..............
specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
on
4.5818 in
0.0304 ft /ft
3.3224 fps
0.4304 ft2
21.6593 in
2.8616 in
15.0545 in
0.5694 ft
0.5727 ft
0.7671
suLci °i ti cal
Page 1

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tmp #103.txt
Channel Calculator
Given Input Data:
shape .................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 1.9000 cfs
Slope ...................... 0.0100 ft /ft
manning's n 0.0200
Height .......................... 12.0000 in
Bottom width 12.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
Computed Results:
Depth 6.0561 in
velocity ........................ 3.2227 fps
Full Flowrate ............ 5.6348 cfs
Flow area 0.5896 ft2
Flow perimeter 24.7674 in
Hydraulic radius ............ 3.4278 in
Top width ....................... 16.0374 in
Area ............................ 1.3333 ft2
Perimeter .................... 37.2982 in
Percent full .................... 50.4675
- critical Informati
Critical depth .............
Critical slope
Critical velocity .........
Critical area ..........
Critical perimeter
Critical hydraulic radius ...
critical top width
Specific energy .................
Minimum energy ..................
Froude number ......
Flow condition ..................
on
5.4881 in
0.0136 ft /ft
3.6049 fps
0.5271 ft2
23.5699 in
3.2201 in
15.6587 in
0.6661 ft
0.6860 ft
0.8554
subcritical
Page 1

tmp #102.txt
channel calculator
Given Input Data:
shape ....................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ....................... 1.9000 cfs
Slope ........................... 0.0100 ft /ft
manning's n ..................... 0.0250
Height .... ....
Bottom width 12.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
:omputed Results:
Deppth 6.9834 in
velocit
Full Flowrate 4.50479 cfs
Flow area 0.6948 ft2
Flow perimeter .................. 26.7222 in
Hydraulic radius ................ 3.7143 in
Top width ....................... '16.6556 in
Area ............................ 1.3333 ft2
Perimeter .................... 37.2982 in
Percent full .................... 58.1947
critical information
critical depth .................. 5.4581 in
Critical slope .................. 0.0j13 ft /ft
critical velocity ............... 3.6049 fps
critical area ................... 0.5271 ft2
critical perimeter .............. 23.5699 in
critical hydraulic radius ....... 3.2201 in
critical top width .............. 15.6587 in
specific energy ................. 0.0981 ft
Minimum energy .................. 0.6860 ft
Froude number 0.(41,13
Flow condition .................. st.'x�ritical
Page 1

trop #101.txt
channel calculator
,iven Input Data:
shape ........................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 2.4000 cfs
slope ........................... 0.0100 ft /ft
manning's n 0.0300
Height .......................... 12.0000 in
Bottom width .................... 12.0000 in
Left slope ...................... 3.0000 ft /ft (v /H)
Right slope ..................... 3.0000 ft /ft (v /H)
:omputed Results:
Depth ........................... 9.0859 in
velocity ........................ 2.5310 fps
Full Flowrate ................... 3.7566 cfs
Flow area ....................... 0.9,183 ft2
Flow perimeter .................. 31.1548 in
Hydraulic radius ................ 4.3829 in
Top width ....................... 18.0573 in
Area ............................ 1.3333 ft2
Perimeter .. 37.2982 in
Percent full .................... 75.7159
critical information
critical depth ..........
critical slope .........
critical velocity .......
critical area ...........
critical perimeter ......
critical hydraulic radius
critical top width ......
specific energy .........
Minimum energy ..........
Froude number ...........
Flow condition ..........
6.3579 in
0.) 08 ft /ft
3 . '. i 99 fps
0. ;?34 ft2
25.4035 in
3.5337 in
16.2386 in
O.S567 ft
0.:'947 ft
0.1621
SLI -i itical
Page 1

Level Spreader Calculations

OF wnrFA
MAMMMI
O� QG
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
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
Project name Wildwood Subdivision
Contact name Donald Sever, PE
Phone number 919 469 1101
Date June 28 2014
Drainage area number FES 200
III. <DESIGN INFORMATION
The purpose of the LS -VFS Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from The drainage area
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
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in /hr storm
Time of concentration
Rainfall intensity, 10 -yr storm
Peak flow from the 10 -yr storm
Design storm
Maximum amount of flow directed to the LS -VFS
Is a flow bypass system going to be used?
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
1.82,952 ftz
59,200 ft'
32.36 %
0.42
1.76 cfs
5.00 _ min
6.95 in /hr
12.26 cfs
1 inch /hour storm
1.77 cfs
y (Y or N)
riprap Is provided at ouffall of,splitter box
Do not complete this section of the form.
Pick one:
cfs
cfs Do not complete this section of the form.
10 cfs
cfs Do not complete this section of the form.
(Y or N)
Form SW401 - LS -VFS - 29June2012 - Rev.10 page 1 of 3

LS -VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
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
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
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
125
sq ft Forebay is adequately sized.
36
in
12
in Depth is appropriate.
10
fycfs
18
ft
20
ft
50 ,,
ft
417.00
fmsl
415.00
fmsl
4.00
%
n
(Y or N) OK
n
(Y or N)
n (Y or N)
y (Y or N) Please provide plan details of flow splitter & supporting calcs.
W
I
I I
I
B 1
Form SW401 - LS -VFS - 29June2012 - Rev.10 page 2 of 3

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: Initials
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.
. 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.
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.
Form SW401 - LS -VFS - 29June2012 - Rev.10 page 3 of 3

Buffers and Wetland Impact Map
For the roadway culvert crossing, there will be a wetland channel impact.
For the_greenway crossing, there will be a buffer impact for the grading of the trail. -
The utility crossings are being jacked and bored, so a buffer impact will be needed.
S &EC are preparing the PCN form which will include all the needed impacts for the project.