20120077 Ver 1_Stormwater Info_20120809

P'Lale
August 9, 2012
Ms. Annette Lucas, PE
NC DENR
Division of Water Quality
Wetlands and Stormwater Branch
512 N. Salisbury Street — 91h Floor
Raleigh North Carolina 27604
SUBJECT: DWQ Project 12 -0077 Del Webb Active Retirement Community
Durham Stormwater Approval Phase I Development
Ms. Lucas,
Please find attached 2 copies of the approved stormwater documents, including LSNFS
Supplements, for the above - referenced project. These are provided in accordance with
the requirements of the 401 Water - Quality Certification for this project. As the project
develops future phases, we will provide the Durham Stormwater approval documents for
those phases.
Please review this information and if acceptable provide your concurrence. If you have
questions or need additional information, please do not hesitate to contact me.
Thank you for your assistance
Sincerely,
k6_� L_
Randy King
Pulte Homes
AUG -92012
DENR - - CNRTER QUALITY
DENR w.
1225 Cresent Green Drive, Suite 250, Cary, North Carolina 27518
Telephone: [phone]

Pa q-1 M OV "4 �.
Del Webb
DWQ Stormwater Calculations
Del Webb
Leesville Road
Durham, North Carolina
Horvath Associates Project Number: 1121
May 29, 2012
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Prepared for: Randy King - Pulte Homes
1225 Crescent Green Drive - Suite 250
Cary, NC 27518
(919) 816 -1146
Prepared by: Horvath Associates, P.A.
Engineers - Planners - Landscape Architects
16 Consultant Place, Suite 201
Durham, North Carolina 27707
(919) 490 -4990

Table of Contents
Narrative
Preliminary BMP Sizing Calculations
Required Maps and Information

Narrative

Del Webb
STORM WATER IMPACT ANALYSIS
General Description
Del Webb will be an approximately 296 -acre community south of Leesville Road
east of the intersection with Doc Nichols Road. The tracts that will make up the
development are currently in the county but will be annexed. The properties
are zoned Rural Residential and the land use is a mixture of agricultural,
residential, and vacant.- The entire project is in the Neuse river basin and the
majority of the site is not in a watershed protection district. Approximately 8
acres in the northern portion of the site drains to the F /J -B Watershed Protection
District. All impervious surface added in this portion of the site will be directed
away from the F /J -B in post - development. There are multiple streams located
onsite and FEMA 100 -year floodplain is associated with a few reaches.
The development for the site will consist of single - family homes, a clubhouse
area, and associated streets and parking. The community will be a dense
residential development.
Water Quality
The development is greater than 42% impervious; therefore, 40% of the required
nitrogen and phosphorous removal is required onsite. The required onsite
nitrogen and phosphorous removal will be provided by multiple BMP's located
throughout the site. All of the required phosphorus removal will be provided by
the onsite BMP's, but further nitrogen reduction will be provided through a
purchase of offset credits. The total post - development nitrogen and
phosphorous export for the site will not exceed 2.2 Ib /ac /yr and 0.50 Ib /ac /yr
respectively.
BMP's
Two types of BMP's will be located throughout the site to attenuate the peak
flow rate of their contributing watershed's and or provide nutrient removal.
Twelve water quality ponds will have surface areas large enough to accomplish
85% TSS removal, as calculated using the surface area multipliers, based on
average depth and the impervious percentage of their drainage basins. The
water quality ponds will utilize low flow orifices that will slowly draw down the
temporary pool over a period of 2 -5 days. Level spreaders are designed at the
outfall of each BMP and are sized for the 10 -year rainfall runoff. Each level
spreader will discharge to an engineered filter strip at a slope of less than 5%
that will be planted with grass and maintained in perpetuity. Rainfall runoff in
excess of the 10 -year event will bypass the level spreaders by means of the

water quality ponds' emergency spillways for all ponds except for WQ #9.
Runoff in excess of the 10 -year rainfall event outflow from WQ #9 will bypass it's
level spreader by means of a flow splitter box where it will be directed to a
separate outfall with a plunge pool upstream of the buffer.
Two level spreaders have been designed to provide diffuse flow of the runoff
from their contributing drainage basins into a stream buffer. The level spreaders
were designed so that their lengths are greater than 10 feet times the peak flow
resulting from the 1 -inch per hour rainfall runoff from their watershed, as
calculated using the rational method. The level spreaders will discharge to an
engineered filter strip at a slope of less than 5% that will be planted with grass
and maintained in perpetuity. A flow splitter will be utilized upstream of the level
spreader to bypass all flows exceeding the 1 " /hr rainfall event to an existing
natural draw.
Conclusion
Multiple BMP's located throughout the site will be utilized to accomplish the
required onsite nitrogen and phosphorous removal as well as provide peak flow
detention for the 1 -, 2 -, and 10 -year rainfall events. Nitrogen offset credits will be
purchased to mitigate the additional nitrogen export to reduce the total site
nitrogen exports to 2.2 lb/ac/yr. The onsite BMP's will serve to reduce the post -
development phosphorus export to below the allowable limit of 0.50 Ibs /ac /yr.

Methodolow
• Drainage basins were delineated using 2 -foot contours for offsite areas
and 1 -foot contours onsite. Contours displayed on the drainage maps are
10 -foot and 5 -foot contours for onsite and offsite respectively to increase
readability of the maps. Onsite topography is from survey data and offsite
topography is from City of Durham Aerial Topography, 1995.
• United States Geological Survey Map is the Southwest Durham
Quadrangle.
• The FEMA Map associated with the site is Map # 3720076900J, effective
date May 2, 2006, Panel 0769J.
• Peak flows are determined using the NRCS Method, as described in TR -20,
in HydroCAD Version 7.1. NRCS Curve Numbers are based upon cover
condition and soil type as described below.
• Soil data to determine curve numbers in the watershed are from USDA
Durham County Soil Map # 33.
• Cover conditions for each watershed was determined based on digital
maps obtained from the City of Durham, survey information, aerial
photography.
• Time of concentration calculations were determined using the TR -55
method for sheet flow, shallow concentrated flow, lake flow, and channel
flow
• The routing analysis for the dry pond was accomplished using HydroCAD
Version 7.1 which utilizes the storage- indication method.

Preliminary BMP Sizing Calculations

1121 - WQ #1 Sizing.xls Matt Jones, El
Surface Area Calcs (85% TSS) 1/25/2012
1121 - Del Webb
WQ #1 - Required Surface Area
Drainage Area to Basin = 12.88 acres
Impervious Area to Basin = 6.65 acres
Impervious Percentage = 52%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
% Impervious
Lower Boundary. 50%
Site % impervious 5276
Upper Boundary 607a
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
2.06
2.06
2.06
2.12
2.12
2.12
2.40
2.40
2.40
SA /DA = 2.12
Surface Area Required = 11,869 sf
Surface Area Provided = 31,407 sf
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual. July 2007)
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

1121 - WQ# 1 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #1 - Above Normal Pool Volume
Storacie Volume
Stage /Storage Calculations
Contour
0.79
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
360.0
0.0
31407
0
0
0
362.0
2.0
34265
32836
65672
65672
364.0
4.0
37174
35720
71439
137111
366.0
6.0
40156
38665
77330
214441
Storage = K, *Stageb
K. = 31083.00
b = 1.0755
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Simple Method
Drainage Area (A) = 12.88 Acres
Impervious Area = 6.65 Acres
Impervious Fraction (IA) = 0.52
Rainfall Depth (RD) = 1.00 Inch
Rv= 0.51 (Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 24063 cf (V = 3630 *Rp *Rv *A)
Water Quality Volume Stacie Calculation
Stage Required to Detain WQ Volume =
0.79
ft
Elevation Required to Detain WQ Volume =
360.79
ft
Actual Orifice Elevation =
361.00
ft
Temporary Pool Volume Provided = 31083 cf
Temporary Pool Surface Area Provided = 33430 sf
Matt Jones, El
1/25/2012

1121 - WQ #1 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #1 - Drawdown Orifice Sizing
Orifice Diameter =
2.50
in
Area of Orifice =
0.03
sf
Orifice Invert =
360.00
ft
KS =
31083.00
b =
1.0755
0.148
CD =
0.6
19415
CW =
3.0
0.139
g =
32.2
ft /s2
Matt Jones, El
1/25/2012
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
incremental
Time
(s)
361.00
31083
0.155
360.91
28143
0.148
0.151
2940
19415
360.82
25225
0.139
0.143
2918
20358
360.74
22330
0.130
0.135
2895
21476
360.65
19461
0.121
0.126
2869
22829
360.56
16622
0.111
0.116
2839
24519
360.47
13816
0.099
0.105
2805
26717
360.38
11050
0.087
0.093
2766
29755
360.29
8333
0.072
0.079
2718
34383
360.21
5677
0.058
0.065
2656
40901
360.12
3108
0.025
0.042
2569
1 61498
Step Increment = 0.09 ft
End Goal = 3108.30 cf
Maximum Orifice Flow = 0.15 cfs
Drawdown Time = 3.49 days

1121 - WQ #2 Sizing.xls Matt Jones, El
Surface Area Calcs (85% TSS) 11/16/2011
1121 - Del Webb
WQ #2 - Required Surface Area
Drainage Area to Basin = 38.3 acres
Impervious Area to Basin = 19.02 acres
Impervious Percentage = 50%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 40%
Site % impervious 50%
Upper Boundary 50%
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
2.05
2.05
2.05
2.06
2.06
2.06
SA /DA = 2.05
Surface Area Required = 34,181 sf
Surface Area Provided = 56,196 sf
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWO Sinrmwafpr RMP Mnnurnl Juiv 9nn7l
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90% 1
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #2 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
600000
500000
400000
300000
° 200000
tA
100000
0
0.0
1121 - Del Webb
WQ #2 - Above Normal Pool Volume
Storage Volume
Staae /Storage Calculations
Contour
38.30
Contour
Average
Incremental
Cumulative
Impervious Fraction (IA) =
Stage
Surface
Contour
1.00
Inch
Elevation
0.50
(Rv = 0.05 +0.9 *IA)
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
370.0
0.0
56196
0
0
0
372.0
2.0
62949
59573
119145
119145
374.0
4.0
69996
66473
132945
252090
376.0
6.0
77340
73668
147336
399426
378.0
8.0
84981
81161
162321
561747
Storage Volume
Y = 54496x11156
RZ = 0.9996
2.0 4.0 6.0 8.0 10.0
Stage (ft)
Runoff Volume
Simple Method
Storage = K, *Stageb
K, = M54496.00 b =
Drainage Area (A) =
38.30
Acres
Impervious Area =
19.02
Acres
Impervious Fraction (IA) =
0.50
ft
Rainfall Depth (RD) =
1.00
Inch
Rv=
0.50
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 69090 cf (V = 3630 *Rp *Rv *A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.24
ft
Elevation Required to Detain WQ Volume =
371.24
ft
Actual Orifice Elevation =
371.30
ft
Temporary Pool Volume Provided = 73026 cf
Temporary Pool Surface Area Provided = 62668 sf
Matt Jones, El
11/16/2011

1) 21 - WQ #2 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #2 - Drawdown Orifice Sizing
Orifice Diameter =
4.00
in
Area of Orifice =
0.09
sf
Orifice Invert =
370.00
ft
KS =
54496.00
b=
1.1156
0.424
CD=
0.6
16235
CW =
3.0
0.400
g =
32.2
ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
371.30
73026
0.447
371.19
65951
0.424
0.436
7076
16235
371.07
58953
0.400
0.412
6998
16978
370.96
52040
0.374
0.387
6913
17858
370.85
45222
0.346
0.360
6819
18928
370.73
38508
0.316
0.331
6713
20270
370.62
31915
0.283
0.299
6594
22027
370.51
25460
0.245
0.264
6455
24487
370.39
19172
0.199
0.222
6288
28320
370.28
13094
0.147
0.173
6078
35087
370.17
7303
0.067
0.107
5791
54112
Step Increment = 0.11 ft
End Goal = 7302.64 cf
Maximum Orifice Flow = 0.44 cfs
Drawdown Time = 2.94 days

1121 - WQ #3 Sizing.xls Matt Jones, El
Surface Area Calcs (85% TSS) 1/25/2012
1121 - Del Webb
WQ #3 - Required Surface Area
Drainage Area to Basin = 3.21 acres
Impervious Area to Basin = 1.59 acres
Impervious Percentage = 50%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 40%
Site % impervious 5076
Upper Boundary 507a
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
2.04
2.04
2.04
2.06
2.06
2.06
SA /DA = 2.04
Surface Area Required = 2,859 sf
Surface Area Provided = 7,336 sf
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater 8MP Manual. July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

1121 - WQ #3 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #3 - Above Normal Pool Volume
Storage Volume
Stage /Storacle Calculations
Contour
0.82 ft
Contour
Average
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(cf)
398.0
0.0
7336
0
0
0
400.0
2.0
8457
7897
15793
15793
402.0
4.0
9643
9050
18100
33893
404.0
6.0
10896
10270
20539
54432
i Storage = K, *Stageb
K, = 7218.10
b = 1.1237
I
i
E
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 E
Stage (ft) j
Runoff Volume
Drainage Area (A)
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv _
pimple M4
3.21
1.59
0.50
1.00
0.50
athod
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 5777 cf (V = 3630 *Rp *Rv *A
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.82 ft
Elevation Required to Detain WQ Volume =
398.82 ft
Actual Orifice Elevation =
398.90 ft
Temporary Pool Volume Provided = 6412 cf
Temporary Pool Surface Area Provided = 8006 sf
Matt Jones, El
1/25/2012

1121 - WQ #3 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #3 - Drawdown Orifice Sizing
Orifice Diameter =
1.00
in
Area of Orifice =
0.01
sf
Orifice Invert =
398.00
ft
KS =
7218.10
b =
1.1237
0.023
CD =
0.6
26270
CW =
3.0
0.022
g =
32.2
ft /s2
Matt Jones, El
1/25/2012
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
398.90
6412
0.024
398.82
5788
0.023
0.024
624
26270
398.74
5171
0.022
0.023
617
27303
398.66
4562
0.021
0.021
609
28501
398.59
3962
0.019
0.020
600
29918
398.51
3372
0.018
0.019
590
31631
398.43
2793
0.016
0.017
579
33769
398.35
2227
0.015
0.015
566
36554
398.27
1677
0.013
0.014
550
40421
398.19
1146
0.010
0.011
531
46398
398.12
641
0.007
0.009
504
57912
Step Increment = 0.08 ft
End Goal = 641.22 cf
Maximum Orifice Flow = 0.02 cfs
Drawdown Time = 4.15 days

1121 - WQ #4 Sizing.xls
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #4 - Required Surface Area
Drainage Area to Basin = 3.85 acres
Impervious Area to Basin = 1.75 acres
Impervious Percentage = 45%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
% Impervious
Lower Boundary 407.
Site % impervious 457.
Upper Boundary 507o
Average Depth (Vol /SA) (tt)
3.0 3.0 3.0
1.73
1.73
1.73
1.91
1.91
1.91
2.06
2.06
2.06'
SA /DA = 1.91
Surface Area Required = 3,203 sf
Surface Area Provided = 10,490 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stermwatcr AMP Manual July M171
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #4 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
100000
80000
60000
m
8 40000
FA
..
20000
0
0.0
1121 - Del Webb
WQ #4 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(it)
(ft)
(sf)
(sf)
(cf)
(cf)
384.0
0.0
10490
0
0
0
386.0
2.0
14238
12364
24728
24728
388.0
4.0
17408
15823
31646
56374
390.0
6.0
20893
19151
38301
94675
Storage Volume
1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Simple Method
Drainage Area (A) _
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv=
Runoff Volume (V) _
3.85
1.75
0.45
1.00
0.46
6416
Storage = K, *Stageb
K, = 10568.00
b = 1.2184
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
�cf (V = 3630 *Rp *Rv *A
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume = 0.66 ft
Elevation Required to Detain WQ Volume = 384.66 ft
Actual Orifice Elevation = 384.70 ft
Temporary Pool Volume Provided = 1 6843 jcf
Temporary Pool Surface Area Provided = 1 11911 Isf
Matt Jones El
11/16/2011

1 121 - WQ #4 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #4 - Drawdown Orifice Sizing
Orifice Diameter =
1.00
in
Area of Orifice =
0.01
sf
Orifice Invert =
384.00
ft
KS =
10568.00
b =
1.2184
0.020
CD =
0.6
33680
CW =
3.0
0.019
g =
32.2
ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
384.70
6843
0.021
384.64
6142
0.020
0.021
701
33680
384.58
5455
0.019
0.020
687
34686
384.52
4783
0.018
0.019
672
35844
384.46
4128
0.017
0.018
655
37202
384.40
3491
0.016
0.016
637
38828
384.34
2874
0.014
0.015
617
40835
384.28
2280
0.013
0.014
594
43417
384.22
1713
0.011
0.012
567
46947
384.17
1 1178
0.009
0.010
535
1 52290
384.11
1 684
0.007
0.008
494
1 62194
Step Increment = 0.06 ft
End Goal = 684.32 cf
Maximum Orifice Flow = 0.02 cfs
Drawdown Time = 4.93 days

1121 - WQ #5 Sizing.xls
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #5 - Required Surface Area
Drainage Area to Basin = 18.3 acres
Impervious Area to Basin = 8.68 acres
Impervious Percentage = 47%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 40%
Site % impervious 47%
Upper Boundary 50%
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
1.98
1.98
1.98
2.06
2.06
2.06
SA /DA = 1.98
Surface Area Required = 15,746 sf
Surface Area Provided = 25,756 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater 8MP Manual. July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

I 121 - WQ #5 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
200000
,G 150000
a 100000
0
'^ 50000
0 �.
0.0
1121 - Del Webb
WQ #5 - Above Normal Pool Volume
Storane Volume
Stage /Storage Calculations
Storage Volume
1.0 2.0
Y = 25747X10995
R4=0.9999 f
i
3.0 4.0
Stage (ft)
5.0 6.0 7.0
Runoff Volume
Drainage Area (A)
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv _
iimple Me
18.30
8.68
0.47
1.00
0.48
Storage = K, *Stageb
K, = 25747.00
b = 1.0955
thod
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 31679 cf (V = 3630 *Rp *Rv *A)
Water Quality Volume Stacie Calculation
Stage Required to Detain WQ Volume = 1.21 ft
Elevation Required to Detain WQ Volume = 375.21 ft
Actual Orifice Elevation = 375.30 ft
Temporary Pool Volume Provided = 34320 cf
Temporary Pool Surface Area Provided = 28921 sf
Matt Jones, El
11/16/2011
Contour
Average
Contour
Stage
Surface
Contour
Incremental
Cumulative
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
374.0
0.0
25756
0
0
0
376.0
2.0
29559
27658
55315
55315
378.0
4.0
32514
31037
62073
117388
380.0
6.0
35551
34033
68065
185453
Storage Volume
1.0 2.0
Y = 25747X10995
R4=0.9999 f
i
3.0 4.0
Stage (ft)
5.0 6.0 7.0
Runoff Volume
Drainage Area (A)
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv _
iimple Me
18.30
8.68
0.47
1.00
0.48
Storage = K, *Stageb
K, = 25747.00
b = 1.0955
thod
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 31679 cf (V = 3630 *Rp *Rv *A)
Water Quality Volume Stacie Calculation
Stage Required to Detain WQ Volume = 1.21 ft
Elevation Required to Detain WQ Volume = 375.21 ft
Actual Orifice Elevation = 375.30 ft
Temporary Pool Volume Provided = 34320 cf
Temporary Pool Surface Area Provided = 28921 sf
Matt Jones, El
11/16/2011

1121 - W Q # 5 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #5 - Drawdown Orifice Sizing
Orifice Diameter =
2.50
in
Area of Orifice =
0.03
sf
Orifice Invert =
374.00
ft
KS =
25747.00
b =
1.0955
0.171
CD =
0.6
18767
CW =
3.0
0.161
g =
32.2
ft /s2
Matt Jones, LI
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
375.30
34320
0.179
375.19
31034
0.171
0.175
3286
18767
375.07
27778
0.161
0.166
3256
19604
374.96
24555
0.152
0.157
3223
20588
374.84
21369
0.141
0.146
3186
21767
374.73
18224
0.130
0.135
3145
23219
374.62
15125
0.117
0.124
3099
25075
374.50
12081
0.103
0.110
3044
27574
374.39
9104
0.087
0.095
2978
31225
374.27
6210
0.067
0.077
2894
37402
374.16
3432
0.040
0.054
2777
51900
Step Increment = 0.11 ft
End Goal = 3432.03 cf
Maximum Orifice Flow = 0.18 cfs
Drawdown Time = 3.21 days

1121 - WQ #6 Sizing.xls Matt Jones, El
Surface Area Calcs (85% TSS) 11/16/2011
1121 - Del Webb
WQ #6 - Required Surface Area
Drainage Area to Basin = 5.05 acres
Impervious Area to Basin = 2.55 acres
Impervious Percentage = 50%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
% Impervious
Lower Boundary 50%
Site % impervious 507.
Upper Boundary 6017o
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
2.06
2.06
2.06
2.08
2.08
2.08
2.40
2.40
2.40
SA /DA = 2.08
Surface Area Required = 4,569 sf
Surface Area Provided = 5,211 sf
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual. July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90% 1
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #6 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
Matt Jones, El
11/16/2011
1121 - Del Webb
WQ #6 - Above Normal Pool Volume
Storage Volume
Staae /Storage Calculations
Contour
1.42
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Area
Surface Area
(it)
(it)
(sf)
(sf)
(cf)
(cf)
382.0
1 0.0
1 5211
1 0
1 0
0
384.0
2.0
9455
7333
14666
14666
386.0
4.0
13170
11313
22625
37291
Storage Volume Storage = K, *Stageb
a0000 -
.9 = 5767.90
y=57 67x1.3aea K,
w 30000 RZ = 1 b = 1.3464
Y
t 20000
L
�^ 10000
0 .,, ................ ...._____.....,.. .m..........______ .,,......
0.0 1.0 2.0 3.0 4.0 5.0
Stage (ft)
Runoff Volume
Simple Method
Drainage Area (A) _
Impervious Area =
Impervious Fraction K) _
Rainfall Depth (RD) _
Rv _
Runoff Volume (V) _
5.05
2.55
0.50
1.00
0.50
9247
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
cf (V = 3630 *Rp *Rv *A
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.42
ft
Elevation Required to Detain WQ Volume =
383.42
ft
Actual Orifice Elevation =
383.50
ft
Temporary Pool Volume Provided = 9957 cf
Temporary Pool Surface Area Provided = 8937 sf

1121 - WQ #6 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #6 - Drawdown Orifice Sizing
Orifice Diameter =
1.00
in
Area of Orifice =
0.01
sf
Orifice Invert =
382.00
ft
ICS =
5767.90
b = .
1.3464
0.030
CD =
0.6
34877
CW =
3.0
0.029
g =
32.2
ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
383.50
9957
0.032
383.38
8874
0.030
0.031
1082
34877
383.25
7825
0.029
0.030
1049
35409
383.13
6811
0.027
0.028
1014
36008
383.01
5834
0.026
0.027
977
36694
382.89
4898
0.024
0.025
936
37490
382.76
4006
0.022
0.023
892
38436
382.64
3162
0.020
0.021
844
39596
382.52
2373
0.018
0.019
789
41078
382.39
1647
0.016
0.017
726
43104
382.27
996
0.013
0.014
651
46206
Step Increment = 0.12 ft
End Goal = 995.65 cf
Maximum Orifice Flow = 0.03 cfs
Drawdown Time = 4.50 days

1121 - LS #7 Sizing.xls
Level Spreader Flow and Length
1121 - Del Webb
LS #7 Calculations
Composite C Value Calculation
Matt Jones, El
11/16/2011
Cover Condition
C Value
Area
Acres
Portion of Total Area
Weighted C Value
Impervious Streets
0.95
1.29
0.58
0.55
Open HSG 'D'
0.35
0.92
0.42
0.15
Total 2.21
Total 0.70
Composite C Value = 0.70
1 in /hr Ratinal Flow Calculation
Intensity = 1.00 in /hr
Rational Flow Equation
Q =CxlxA Cfs
Q = 0.70 x 1.00 x 2.21 = 1.55 Cfs
Total Flow to Level Spreader = 1.55 cfs
Level Spreader Length Calculations
Level Spreader Length Multiplier = 10 ff /cfs
Length of Level Spreader Required = 15 ft
Length of Level Spreader Provided = 50 ft

1121 - Del Webb
Level Spreader #7 Flow Splilter
Peak Flow =
1.55
cfs
Pipe to Level Spreader Invert =
390.00
feet
WSE =
390.90
feet
Diameter of Pipe to Level Spreader =
8.00
inches
Discharge Coefficient (Cd) =
0.60
g =
32.20
ft /s /s
Submerged Area (a) = 0.35 ft2
Effective Head (h) = 0.90 feet
Q = Cd *a *�2 *g *h
Orifice Flow (Q) = 1 1.59 lcfs
Bypass Weir Elevation = 1 390.90

1121 - WQ #8 Sizing.xls
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #8 - Required Surface Area
Drainage Area to Basin = 29.2 acres
Impervious Area to Basin = 17.33 acres
Impervious Percentage = 59%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 50%
Site % impervious 59%
Upper Boundary 60%
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
2.06
2.06
2.06
2.38
2.38
2.38
2.40
2.40
2.40
SA /DA = 2.38
Surface Area Required = 30,245 sf
Surface Area Provided = 61,138 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwafer BMP Manual. Julv 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

I 121 - WQ #8 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
500000
_ 400000
300000
to
M 200000
M
N
100000
0
0.0
1121 - Del Webb
WQ #8 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Contour
1.02
Contour
Average
Incremental
Cumulative
Actual Orifice Elevation =
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(it)
(sf)
(sf)
(cf)
(cf)
358.0
0.0
61319
0
0
0
360.0
2.0
68377
64848
129696
129696
362.0
4.0
75754
72066
144131
273827
364.0
6.0
83441
79598
159195
433022
Storage Volume
Y = 60508x109"
_ R3
1.0 2.0 3.0 4.0
Stage (ft)
Storage = K$ *Stageb
- K, = 60508.00
b = 1.0953
5.0 6.0 7.0
Runoff Volume
Simple Method
Drainage Area (A) = 29.20 Acres
Impervious Area = 17.33 Acres
Impervious Fraction (IA) = 0.59
Rainfall Depth (RD) = 1.00 Inch
Rv = 0.58 (Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 61917 cf (V = 3630 *Rp *Rv *A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.02
ft
Elevation Required to Detain WQ Volume =
359.02
ft
Actual Orifice Elevation =
359.10
ft
Temporary Pool Volume Provided = 67166 cf
Temporary Pool Surface Area Provided = 66879 sf
Matt Jones, El
11/16/2011

1121 - WQ #8 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #8 - Drawdown Orifice Sizing
Orifice Diameter =
4.00
in
Area of Orifice =
0.09
sf
Orifice Invert =
358.00
ft
KS =
60508.00
b =
1.0953
0.384
CD =
0.6
16272
CW =
3.0
0.362
g =
32.2
ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
359.10
67166
0.406
359.00
60736
0.384
0.395
6430
16272
358.91
54365
0.362
0.373
6371
17084
358.81
48058
0.337
0.349
6307
18055
358.71
41822
0.311
0.324
6235
19248
358.62
35667
0.282
0.296
6155
20766
358.52
29603
0.250
0.266
6064
22795
358.42
23646
0.213
0.232
5957
25723
358.33
17818
0.187
0.200
5828
29096
358.23
12153
0.111
0.149
5664
37961
358.13
6717
0.049
0.080
5437
67845
Step Increment = 0.10 ft
End Goal = 6716.61 cf
Maximum Orifice Flow = 0.40 cfs
Drawdown Time = 3.18 days

1121 - WQ #9 Sizing.xls
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #9 - Required Surface Area
Drainage Area to Basin = 49.95 acres
Impervious Area to Basin = 23.82 acres
Impervious Percentage = 48%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 407o
Site % impervious 487.
Upper Boundary 507o
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
1.98
1.98
1.98
2.06
2.06
2.06
SA /DA = 1.98
Surface Area Required = 43,162 sf
Surface Area Provided = 101,403 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater SMP Manual. Julv 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90% 1
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #9 Sizing.xls
Above NP Volume
t
Normal Pool
Top of Berm
1121 - Del Webb
WQ #9 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Contour
Elevation
(ff)
Stage
(ff)
Contour
Surface
Area
(sf)
Average
Contour
Surface Area
(sf)
Incremental
Volume
(cf)
Cumulative
Volume
(cf)
410.0
0.0
101403
0
0
0
412.0
2.0
109678
105541
211081
211081
414.0
4.0
118237
113958
227915
438996
416.0
6.0
127073
122655
245310
684306
418.0
8.0
1 136174
1 131624
1 263247
947553
420.0
1 10.0
145534
140854
281708
1 1229261
422.0
1 12.0
151151
148343
296685
1 1525946
Storage Volume
2000000
Y = 96578x1 Iola
1500000 Rz = 0.9995
1000000
`o
'A 500000 - - - ---
0
00 20 4.0 6 0 8 0 10.0 12.0
Stage (ft)
E
t
t
i
F
-- i
E
14.0 €
Runoff Volume
Drainage Area (A) _
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv =
;ample Me
49.95
23.82
0.48
1.00
0.48
Storage = K, *Stageb
K, = 96578.00
b = 1.1028
thod
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA
Runoff Volume (V) = 86886 cf (V = 3630 *Ro *Rv *A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume = 0.91 ft
Elevation Required to Detain WQ Volume = 410.91 ft
Actual Orifice Elevation = 411.00 ft
Temporary Pool Volume Provided = 96578 cf
Temporary Pool Surface Area Provided = 106506 sf
Matt Jones, El
11/16/2011

s
1 121 - WQ #9 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #9 - Drawdown Orifice Sizing
Orifice Diameter =
5.00
in
Area of Orifice =
0.14
sf
Orifice Invert =
410.00
ft
KS =
96578.00
b=
1.1028
0.551
CD=
0.6
16365
CW =
3.0
0.515
g =
32.2
ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
411.00
96578
0.584
410.91
87291
0.551
0.568
9287
16365
410.82
78095
0.515
0.533
9196
17247
410.74
68999
0.477
0.496
9096
18322
410.65
60013
0.436
0.457
8985
19671
410.56
51152
0.390
0.413
8861
21442
410.47
42432
0.339
0.365
8720
23921
410.39
33877
0.301
0.320
8555
26764
410.30
25521
0.205
0.253
8356
33083
410.21
17416
0.122
0.163
8105
49702
410.12
9658
0.055
0.088
7758
88073
Step Increment = 0.09 ft
End Goal = 9657.80 cf
Maximum Orifice Flow = 0.57 cfs
Drawdown Time = 3.64 days

1121 - WQ #10 Sizing.xls
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #10 - Required Surface Area
Drainage Area to Basin = 15.99 acres
Impervious Area to Basin = 7.58 acres
Impervious Percentage = 477o
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
% Impervious
Lower Boundary 407a
Site % impervious 47%
Upper Boundary 50%
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
1.97
1.97
1.97
2.06
2.06
2.06
SA /DA = 1.97
Surface Area Required = 13,752 sf
Surface Area Provided = 24,297 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual. Julv 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

1121 - WQ #10 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
250000
w
200000
U
ai 150000
c 100000
M
N
50000
0
0.0
1121 - Del Webb
WQ #10 - Above Normal Pool Volume
Storage Volume
Stacie /Storage Calculations
Contour
1.13 ft
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Area
Surface Area
(ff)
(ft)
(sf)
(sf)
(cf)
(cf)
388.0
0.0
24297
0
0
0
390.0
2.0
29985
27141
54282
54282
392.0
4.0
36051
33018
66036
120318
394.0
6.0
42414
39233
78465
198783
Storage Volume
1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Storage = K, *Stageb
K, = 23859.00
b = 1.1779
Simple Method
Drainage Area (A) = 15.99 Acres
Impervious Area = 7.58 Acres
Impervious Fraction (IA) = 0.47
Rainfall Depth (RD) = 1.00 Inch
Rv = 0.48 (Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 27666 cf (V = 3630 *Rp *Rv *A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.13 ft
Elevation Required to Detain WQ Volume =
389.13 ft
Actual Orifice Elevation =
389.20 ft
Temporary Pool Volume Provided = 29575 cf
Temporary Pool Surface Area Provided = 29030 Isf
Matt Jones, El
11/16/2011

1121 - WQ #10 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #10 - Drawdown Orifice Sizing
Orifice Diameter =
2.50
in
Area of Orifice =
0.03
sf
Orifice Invert =
388.00
ft
KS =
23859.00
b=
1.1779
0.164
CD =
0.6
17694
C W =
3.0
0.155
g =
32.2
ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
389.20
29575
0.172
389.10
26608
0.164
0.168
2967
17694
388.99
23690
0.155
0.159
2918
18329
388.89
20826
0.146
0.150
2864
19069
388.79
18020
0.136
0.141
2806
19948
388.68
15278
0.125
0.130
2741
21021
388.58
12610
0.113
0.119
2669
22375
388.48
10024
0.100
0.107
2586
24171
388.38
7536
0.086
0.093
2488
26744
388.27
5168
0.067
0.076
2368
30957
388.17
2957
0.044
0.056
2211
39765
Step Increment = 0.10 ft
End Goal = 2957.47 cf
Maximum Orifice Flow = 0.17 cfs
Drawdown Time = 2.78 days

1121 - WQ #1 1 Sizing.xls
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #11 - Required Surface Area
Drainage Area to Basin = 23.41 acres
Impervious Area to Basin = 7.86 acres
Impervious Percentage = 34%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 30%
Site % impervious 347o
Upper Boundary 407o
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.34
1.34
1.34
1.48
1.48
1.48
1.73
1.73
1.73
SA /DA = 1.48
Surface Area Required = 15,086 sf
Surface Area Provided = 56,558 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual. July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43,
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ# 11 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
500000
400000
300000
m
c 200000
100000
0 -
0.0
1121 - Del Webb
WQ #11 -Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Storage Volume
y = 55851x10874
Rz = n aaaa
1.0 2.0 3.0 4.0 5.0
Stage (ft)
6.0 7.0
Runoff Volume
Simple Method
Drainage Area (A) _
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv _
Runoff Volume (V) _
23.41
7.86
0.34
1.00
0.35
2992E
Storage = K, *Stageb
K, = 55851.00
b= 1.0874
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
�cf (V = 3630 *Rp *Rv *A
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.56 ft
Contour
Average
Actual Orifice Elevation =
392.60 ft
Contour
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
392.0
0.0
56558
0
0
.0
394.0
2.0
62475
59517
119033
119033
396.0
4.0
68657
65566
131132
250165
398.0
6.0
75104
71881
143761
393926
Storage Volume
y = 55851x10874
Rz = n aaaa
1.0 2.0 3.0 4.0 5.0
Stage (ft)
6.0 7.0
Runoff Volume
Simple Method
Drainage Area (A) _
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv _
Runoff Volume (V) _
23.41
7.86
0.34
1.00
0.35
2992E
Storage = K, *Stageb
K, = 55851.00
b= 1.0874
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
�cf (V = 3630 *Rp *Rv *A
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.56 ft
Elevation Required to Detain WQ Volume =
392.56 ft
Actual Orifice Elevation =
392.60 ft
Temporary Pool Volume Provided = 32047 cf
Temporary Pool Surface Area Provided = 58081 sf
Matt Jones, El
11/16/2011

1121 - WQ #1 1 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #10 - Drawdown Orifice Sizing
Orifice Diameter =
3.00
in
Area of Orifice =
0.05
sf
Orifice Invert =
392.00
ft
KS =
55851.00
b =
1.0874
0.154
CD =
0.6
19296
CW =
3.0
0.144
g =
32.2
ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
392.60
32047
0.163
392.55
28994
0.154
0.158
3053
19296
392.49
25966
0.144
0.149
3028
20372
392.44
22967
0.133
0.138
3000
21684
392.39
19998
0.121
0.127
2968
23334
392.34
17065
0.109
0.115
2933
25505
392.28
14172
0.094
0.101
2893
28554
392.23
11326
0.083
0.089
2846
32148
392.18
8537
0.056
0.070
2789
40067
392.12
5820
0.033
0.045
2717
1 60814
392.07
3205
0.015
0.024
2615
1 109689
Step Increment = 0.05 ft
End Goal = 3204.74 cf
Maximum Orifice Flow = 0.16 cfs
Drawdown Time = 4.42 days

1 121 - WQ# 12 Sizing.xls
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #12 - Required Surface Area
Drainage Area to Basin = 9.12 acres
Impervious Area to Basin = 3.56 acres
Impervious Percentage = 39%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 30%
Site % impervious 3976
Upper Boundary 4070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.34
1.34
1.34
1.69
1.69
1.69
1.73
1.73
1.73
SA /DA = 1.69
Surface Area Required = 6,723 sf
Surface Area Provided = 11,806 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater 8MP Manual. July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

1121 - WQ# 12 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #12 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Storage Volume
__ _ ____ 1l = 11566xi 2072
RZ = 0.9995
2.0 3.0 4.0
Stage (ft)
5.0 6.0 7.0
Storage = K, *Stageb
Ks = 11566.00
b = 1.2072
Runoff Volume
Simple Method
Drainage Area (A) = 9.12 Acres
Impervious Area = 3.56 Acres
Impervious Fraction (IA) = 0.39
Rainfall Depth (RD) = 1.00 Inch
Rv = 0.40 (Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 13286 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume = 1.12 ft
Elevation Required to Detain WQ Volume = 403.12 ft
Actual Orifice Elevation = 403.20 ft
Temporary Pool Volume Provided = 14414 cf
Temporary Pool Surface Area Provided = 14500 sf
Matt Jones, El
11/16/2011
120000 —
Contour
Average
Contour
Stage
Surface
Contour
Incremental
Cumulative
Elevation
i
20000
Volume
Volume
0
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
402.0
0.0
11805
0
0
0
404.0
2.0
15072
13439
26877
26877
406.0
4.0
18637
16855
33709
60586
408.0
6.0
22483
20560
41120
101706
Storage Volume
__ _ ____ 1l = 11566xi 2072
RZ = 0.9995
2.0 3.0 4.0
Stage (ft)
5.0 6.0 7.0
Storage = K, *Stageb
Ks = 11566.00
b = 1.2072
Runoff Volume
Simple Method
Drainage Area (A) = 9.12 Acres
Impervious Area = 3.56 Acres
Impervious Fraction (IA) = 0.39
Rainfall Depth (RD) = 1.00 Inch
Rv = 0.40 (Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 13286 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume = 1.12 ft
Elevation Required to Detain WQ Volume = 403.12 ft
Actual Orifice Elevation = 403.20 ft
Temporary Pool Volume Provided = 14414 cf
Temporary Pool Surface Area Provided = 14500 sf
Matt Jones, El
11/16/2011
120000 —
100000
80000
--
m
m
60000
r
N
40000
i
20000
0
0.0 1.0
Storage Volume
__ _ ____ 1l = 11566xi 2072
RZ = 0.9995
2.0 3.0 4.0
Stage (ft)
5.0 6.0 7.0
Storage = K, *Stageb
Ks = 11566.00
b = 1.2072
Runoff Volume
Simple Method
Drainage Area (A) = 9.12 Acres
Impervious Area = 3.56 Acres
Impervious Fraction (IA) = 0.39
Rainfall Depth (RD) = 1.00 Inch
Rv = 0.40 (Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 13286 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume = 1.12 ft
Elevation Required to Detain WQ Volume = 403.12 ft
Actual Orifice Elevation = 403.20 ft
Temporary Pool Volume Provided = 14414 cf
Temporary Pool Surface Area Provided = 14500 sf
Matt Jones, El
11/16/2011

1121 - WQ #12 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #12 - Drawdown Orifice Sizing
Orifice Diameter =
1.50
in
Area of Orifice =
0.01
sf
Orifice Invert =
402.00
ft
KS =
11566.00
b =
1.2072
0.060
CD =
0.6
23847
C W =
3.0
0.057
g =
32.2
ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(tt)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
403.20
14414
0.063
403.10
12945
0.060
0.062
1468
23847
403.00
11505
0.057
0.059
1440
24577
402.89
10095
0.054
0.055
1410
25416
402.79
8718
0.050
0.052
1377
26399
402.69
7378
0.047
0.049
1340
27575
402.59
6078
0.043
0.045
1300
29022
402.48
4825
0.038
0.041
1253
30878
402.38
3626
0.033
0.036
1199
33401
402.28
2491
0.028
0.031
1134
37183
402.18
1441
0.020
0.024
1050
1 44050
Step Increment = 0.10 ft
End Goal = 1441.35 cf
Maximum Orifice Flow = 0.06 cfs
Drawdown Time = 3.50 days

1 121 - WQ# 14 Sizing
WQ Volume
1121 - Del Webb
WQ #14 Water Quality Volume
Runoff Volume
Simple Method
Drainage Area (A) = 46.22 Acres
Impervious Fraction (IA) = 0.50
Rainfall Depth (RD) = 1.00 Inch
Rv = 0.50 (Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 83889 cf (V = 3630 *Rp *Rv*A)
Matt Jones, El
5/29/2012

Required Maps and Information

Lu
j�
hQ - - - - -
QU -ioz
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . .
all
aa
1St � r�� � �� P. i, ,r� •��
r ,
,
' r o
3 ,
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Del Webb
BM P Design
Del Webb
Leesville Road
Durham, North Carolina
Horvath Associates Project Number: 1121
April 25th, 2012
REVISED June 15, 2012
�. SL
W.
ZC)
Prepared for: Randy King - Pulte Homes
1225 Crescent Green Drive - Suite 250
Cary, NC 27518
[phone]
Prepared by: Horvath Associates, P.A.
Engineers - Planners - Landscape Architects
NC Board of Examiners for Engineers and Land Surveyors
License Number: C -0676
16 Consultant Place, Suite 201
Durham, North Carolina 27707
(919) 490 -4990

? w
Table of Contents
Narrative
WQ# 1 Summary and Calculations
WQ #2 Summary and Calculations
WQ #4 Summary and Calculations
HydroCAD Runoff Analysis
HydroCAD 100 -Year Analysis (Clogged Orifices)
Drainage Map

Narrative

r t
Del Webb
BM P Design
*June 15, 2012 Revisions:
• Dry Pond #3 was removed from the design and analysis. All runoff that
was previously directed to DP #3 is now directed to Water Quality Pond
#1
• WQ# 1 was expanded to compensate for the additional runoff being
directed to it.
• Some of the runoff that was being directed to Water Quality Pond #2 in
the previous analysis is now being directed to Water Quality Pond #4.
• WQ #4 was expanded to compensate for the additional runoff being
directed to it.
General Description
Del Webb will be an approximately 296 -acre community south of Leesville Road
east of the intersection with Doc Nichols Road. The entire project is in the Neuse
river basin and the majority of the site is not in a watershed protection district.
There are multiple streams located onsite and FEMA 100 -year floodplain is
associated with a few reaches.
The development for the site will consist of residential homes, a clubhouse area,
and associated streets and parking. The community will be a residential
development. The calculations included in this analysis are for the first phase of
the development.
Water Quality Ponds
There are three water quality ponds that will be constructed in association with
the first phase of the development; they are labeled WQ# 1, WQ #2, and WQ #4.
Each pond is designed to completely detain the water quality runoff volume
from its contributing drainage area in the temporary pool. The temporary pool
in each pond will draw down over a period of 2 -5 days by means of a low flow
orifice located in a siphon that will be installed in the riser. A larger orifice is set in
the riser of each pond at the temporary pool to bypass larger storm events.
There is one drainage point of interest for the discharge from the water quality
ponds, DP# 1. All three ponds work in conjunction to keep the post -
development peak flow rate at DP# 1 below the pre - development rate for the
1 -, 2 -, and 10 -year rainfall events. The runoff from each pond will be discharged
to a level spreader. Each level spreader is designed so that it's length is 10 feet
for every 1 cfs of flow directed to it. WQ Ponds # 1 and #2 have flow splitters
downstream of the principal spillway pipes that will limit the flow to the level

e
spreaders. All flows in excess of what the level spreader can handle will be
directed to a bypass pipe by means of an overflow weir in the flow splitter. The
outlet structure for WQ #4 is designed with a closed top so that only the flow
entering the riser through the orifices located in the riser wall will be directed to
the level spreader.
Runoff Analysis
The original runoff analysis presented in the SIA was amended for the Post -
Development Analysis for Phase I. To determine the runoff rates at DP# 1, the
areas that originally contributed to DP# 1 that had runoff area removed from
them to be directed to the WQ ponds were revised, but all other drainage areas
were left unchanged. The areas that changed were labeled TO DP# 1 PRE, TO
DP #3 PRE, TO DP #5 PRE and TO DP #6 PRE in the pre - development analysis in the
SIA. The drainage areas for the ponds and the ponds themselves were then
added to the analysis to calculate the post - development runoff rates for the
drainage point of interest, DP# 1.

t
Methodology
• Drainage areas were delineated using 2 -foot contours for offsite areas
and 1 -foot contours onsite. Onsite topography is from survey data and
offsite topography is from City of Durham Aerial Topography, 1995.
• United States Geological Survey Map is the Southwest Durham
Quadrangle.
• The FEMA Map associated with the site is Map # 3720076900J, effective
date May 2, 2006, Panel 0769J.
• Peak flows are determined using the NRCS Method, as described in TR -20,
in HydroCAD Version 7.1. NRCS Curve Numbers are based upon cover
condition and soil type as described below.
• Soil data to determine curve numbers in the watershed are from USDA
Durham County Soil Map # 33.
• Cover conditions for each watershed was determined based on digital
maps obtained from the City of Durham, survey information, aerial
photography.
• Time of concentration calculations were determined using the TR -55
method for sheet flow, shallow concentrated flow, lake flow, and channel
flow
• The routing analysis for the ponds was accomplished using HydroCAD
Version 7.1 which utilizes the storage- indication method.

WQ##1 Summary and Calculations

DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
1 8 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CRY Or MEDONE Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
I. PROJECT INFORMATION
Project Name: Del Webb - Duraleigh Arbors Phase 1
PIN: 0769 -03 -41 -8938 Case #: D1100150
Design Contact Person: Matt Jones Phone #: [phone]
Legal Name of Owner: Pulte Group
Owner Contact:
Randy King Phone #: [phone]
Owner Address: 1225 Crescent Green Drive - Suite 250, Cary NC
Deed Book 6966 Page # 695 or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this work et applies to: WQ #1
Does the proposed pond also incorporate Stormwater detention? Yes No
Detention provided for: x 1 -year x 2 -year x 10 -year _ other
Dam Height: 12.3 (feet) Dam Classification: A
Elevations
Pond bottom elevation
Permanent pool elevation
Temporary pool elevation
1 -year storm orifice /weir elevation
1 -year storm water surface elevation
2 -year storm orifice /weir elevation
2 -year storm water surface elevation
10 -year storm orifice /weir elevation
10 -year storm water surface elev.
Emergency spillway elevation
Top of embankment/dam
Maximum water surface elevation
Areas
Permanent pool area provided
Minimum required permanent pool area
Design storm surface area
Drainage area (10 -acres min)
352.00
ft.
(floor of the pond)
358.00
ft.
(invert elevation of the orifice)
359.60
ft.
(elevation of the structure overflow)
359.60
ft.
(invert elevation)
360.17
ft,
359.60
ft.
(invert elevation)
360.53
ft.
359.60
ft.
(invert elevation)
362.25
ft.
362.70
ft.
(invert of emergency spillway)
365.38 (Settledit.
(elevation)
363.92
ft.
(max. storm pond can safely pass)
30,448 ft2 (water surface area at orifice invert
elevation)
23,984 ft2 (calculated surface area required)
43,478 ft2 (Specify frequency event: 10 year)
28.38 ac. (total drainage to the pond

1 S
Discharges (Speck only applicable frequency events)
Inflow
Routed outflow
At BMP
1 -year 2 -year 10 -year
63.93 CfS 83.68 cfs 150.41 CfS
1.76 cfs 3.53 cfs 8.89 cfs
At Analysis Point(s) that BMP Contributes to
1 -year
Pre - development 315.36 cfs
Post - development w/o detention 512.41 cfs
With detention 312.74 cfs
Volumes
Permanent pool volume
Water quality pool storage volume
Design storm storage volume
Total Storage volume provided at design storm
Total Storage volume provided at top of dam
Forebay volume
2 -year
ft3
10 -year
169,081
466.41
CfS
1059.27
CfS
708.99
CfS
1399.58
CfS
463.79
CfS
1052.22
CfS
-year
_ cfs
cfs
-year
cfs
_ cfs
cfs
106,566 ft3 (volume of main pond and forebay)
58,322
ft3
(volume above permanent pool)
169,081
ft3
(volume above permanent pool)
27S,647
ft3
447,618
ft3
23,516
ft3
( 200 of permanent pool volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool 3.50 ft.
Volumes at temporary pool plus normal pool divided by surface area of temporary pool 5.42 ft.
Other Parameters
SA/DA
Diameter of orifice
Draw -down time
1.94
3.0
in.
99.6
hrs
(from DWQ table)
(must provide draw down over 2 to S day period)
1 When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may be used for values
between table entries.
Riser /Principal and Emerge
1 -year storm orifice /weir
2 -year storm orifice /weir
10 -year storm orifice /weir
25 - year storm orifice /weir
Principal spillway
Emergency spillway
icy Spillway It
diameter_
diameter
diameter
diameter
diameter_
width 52
form4
15
48
18
— ft.
7tion
in. length ft.
in. length ft.
in. length ft.
in. length ft.
in.
side slopes 5 _1 slope 0 %

II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Applicant's initials
MLJ a. The permanent pool depth is between 3- and 6 -feet (required minimum hydraulic depth of 3-
feet).
MLJ b. The forebay volume is approximately equal to 20% of the pond volume.
MLJ c. The temporary pool controls runoff for water quality design storm.
MLJ d. The temporary pool draws down in 2- to 5 -days.
MLJ e. The drainage area to the facility is at least 10- acres.
MLJ f. Riprap outlet protection, if provided, reduces flow to non - erosive velocities (provide
calculations).
MLJ g. The pond length to width ratio is greater than or equal to 3:1.
MLJ h. The pond side slopes above the permanent pool area are no steeper than 3:1.
MLJ i. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
MLJ j. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
MLJ k. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
MLJ 1. A recorded drainage easement is provided for each pond including access to the nearest
right -of -way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
MLJ m. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
MLJ n. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
MLJ o. Anti - floatation calculations are provided for riser structure.
MLJ p. A plan view of the pond with grading shown is provided.
MLJ q. A profile through the forebay, main pond and spillway is provided. Water surface
elevations are shown on the profile.
MLJ r. Riser structure details are provided.
MLJ s. Dam designed to account for a 5.00% settlement factor.
MLJ t. Compaction specifications for the embankment are shown on the plan.
MLJ u. The minimum top of dam width has been provided for the pond embankment top width per
Section 8.3, Stormwater Control Facilities (BMPs).
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.

• ]
1121 - WQ# 1 Sizing
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #1 - Required Surface Area
Drainage Area to Basin =
28.38 acres
Impervious Area to Basin =
14.59 acres
Impervious Percentage =
51%
Pond Volume Provided = 106566
Surface Area at Normal Pool = 30448
Avereage Depth (Volume /SA) = 3.50 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 50%
Site % impervious 51
Upper Boundary 6076
Average Depth (Vol /SA) (ft)
3.0 3.5 4.0
2.06
1.90
1.73
2.11
1.94
1.77
2.40
2.22
2.03
SA /DA = 1.94
Surface Area Required = 23,984 sf
Surface Area Provided = 30,448 sf
Matt Jones, PE
6/14/2012
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual _ .luiv 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1121 - WQ# 1 Sizing
Below NP Volumes
e
Matt Jones, PE
6/14/2012
1121 - Del Webb
Wet Detention Basin #1 Below Normal Pool Volumes
Forebay Bottom
Main Pool Bottom
Forebay Volume
Stage /Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
354.0
0.0
4505
0
0
0
357.5
3.5
6787
5646
19761
19761
358.0
4.0
8234
7511
3755
23516
Forebay Volume = 23516 cf
Main Pool Volume
Stage /Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
353.0
0.0
13264
0
0
0
357.5
4.5
19061
16163
72731
72731
358.0
5.0
22214
20638
10319
83050
Main Pool Volume = 83050 cf
Total Pond Volume
Forebay Volume = 23516 cf
Main Pool Volume = 83050 cf
Total Pond Voume = 106566 cf
Forebay Percentage of Total Volume = 22.07%

f 0
1121 - WQ# 1 Sizing
WQ Volume
1121 - Del Webb
WQ #1 - Above Normal Pool Volume
Runoff Volume
Simple Method
Drainage Area (A) =
28.38
Acres
Impervious Area =
14.59
Acres
Impervious Fraction (IA) =
0.51
Rainfall Depth (RD) =
1.00
Inch
Rv=
0.51
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 52817 cf (V = 3630 *Rp *Rv*A)
Normal Pool Elevation = 358.00
Temporary Pool Elevation = 359.60
Temporary Pool Volume= 1 58322 cf
Matt Jones, PE
6/14/2012

1 121 - WQ #1 Sizing
Drawdown Orifice Sizing
3 lin
At= 39,536 sf
Ao= 30,449 sf
Cd= 0.6
G= 0.049087
9= 32.2 ft /s`
H1=1 1.6 Ift
T= 4.15 day
3.5.2 Orifice Equation
t I
Matt Jones, PE
6/14/2012
1121 - Del Webb
Drawdown Orifice Sizing
(Orifice Size)
(Area of pond at the beginning of drawdown)
(Area of pond at the orifice outlet elevation)
(Orifice Coefficient of Discharge)
Orifice Area (calculated)
Acceleration of Gravity (constant)
(Maximum head (t =0))
(Time for water level to fall from H, to Permanent Pool Elevation)
3.5.2.1 Drawdown Time Calculations for a Pond with an Orifice Outlet
A
+nw �n �nccnauin t, v, nn..c vuuca
Stormwater \gana� emattt tianual
For the specitic case where A, = ifo and 11, = 0
T= i * �2 *.4o *11," +2C ,- 4,l *11,'
Cd *o,* "' *_e t

1121 - WQ #1 Sizing
Flow Splitter
Matt Jones, PE
6/14/2012
1121 - Del Webb
WQ #1 - Flow Splitter Caics
Orifice Flow
Desired Flow to Level Spreader =
7.00
cfs
Level Spreader Lip Elevation =
354.00
feet
Pipe to LS Invert =
353.60
feet
Bypass Weir Elevation =
355.60
feet
Diameter of Orifice =
15.00
inches
Discharge Coefficient (Cd) =
0.60
g = 32.20 ft /s /s
Submerged Area (a) = 1.23 ft2
Effective Head (h) = 1.38 feet
Q=C d *a*� 2*g*h
Orifice Flow (Q) = 6.93 cfs

1121 - WQ #1 Sizing
Anti Float Calcs
Extended Base- NC Products
Manhole Riser /Barrel Anti - Flotation Calculation Sheet
1 121 - WQ# 1 Riser
Matt Jones, PE
6/14/2012
Input Data =_>
Invert of Extended Base =
353.25
feet
Riser Crest Elevation =
362.30
feet
Invert of Outlet Barrel =
354.50
Inside diameter of manhole =
4.0
feet
Wall thickness of manhole =
5.0
inches
Outside diameter of manhole riser sections =
4.83
feet
Diameter of Extended base Pad =
6.0
feet
Height of Extended Base Pad =
0.50
feet
Inside Barrel diameter =
18.0
inches
Barrel Wall Thickness =
3.25
inches
Outside Diameter of Barrel =
24.50
inches
Diameter of 1 st Inlet =
inches
Diameter of 2nd Inlet =
EvincheS2
inches2
Diameter of 3rd Inlet =
Weight of Structure =_>
Volume of Riser Walls =
49.43
cf
Volume of Extended Base Pad =
14.14
cf
Total Volume of Concrete =
63.57
cf
Opening for barrel =
1.364
cf
Opening for 1 st inlet orifice =
0.145
cf
Opening for 2nd inlet orifice =
0.036
cf
Opening for 3rd inlet orifice =
0.511
cf
Total Volume of Openings in Concrete =
2.057
cf
Total Concrete in Riser Section Minus Openings =
61.51
cf
Depth of Concrete Fill Layer =
0.75
ft
Volume of Concrete in Fill Layer =
9.42
cf
Total Volume of Concrete Present in Riser =
70.94 Jcf
Concrete unit weight =
142
lb/cf (From NC Products Catalog)
Total Weight of Concrete = 10073 Ibs
Amount of wafer displaced =_>
Volume of Water Displaced by Riser Structure = 171.01 cf
Volume of Water Displaced by Trash Rack = 26 cf
Total Volume of Water Displaced = 197.01 cf
Unit Weight of water = 62 lb/cf
Weight of water displaced = 1 12293 Ibs
Determine if Anti- Flotation Block is Required =_>
Safety factor to use = 1.25 (recommend 1.25 or higher)
Actual Safety Factor = 0.82 ISafety Factor Unacceptable
Antiflotation Block Calculations
Width of Antiflotation Block (Square) = 7.00 ft
Height of Antiflotation Block = 0.75 ft
Weight of Antiflotation Block = 5219 Ibs
Weight of Structure and Antiflotation Block = 15291
Actual Safety Factor = 1.24 ISatety Factor Acceptable

1121 -POND OUTLET VELOCITY DISSIPATOR DESIGN Matt Jones, PE
WQ# 1 6/14/2012
Velocity Dissipator Calculations w/ PIPES.EXE
NRCD Land Quality Section - Pipe Design
Entering the following values will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
25 -Year Outflow, Q (cfs) = 33.00 Flow Depth (ft.) 1.50
Slope, S ( %) = 1.00 Velocity, V (ft /s) 18.67
Pipe Dia., D (in.) = 18
Manning's n Value = 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 1.50
Outlet Velocity, Vo (fps) = 18.67
Apron Length, LA (ft.) = 12.0 ZONE 3
FINAL DIMENSIONS:
Length, L (ft.) = 12.0
Width, W (ft.) = 7.0
Depth, D (in.) = 24 (NCDENR Erosion & Sed. Cont. Manual §8.06.6)
Stone Class = 1 ( NCDOT Std. § 1042)
*Cells in red denote required inputs from PIPES.exe outputs
Average Dia.
Stone
Thickness
(inches)
Class
(inches)
4
A
12
8
B
18
>>
10
1
24 <<
14
2
36
Width,W =
0.4 *LA + Do
Thickness = 1.5 * DMAX
Width, W =
6.3
ft.
SAY:
7.0
ft.
FINAL DIMENSIONS:
Length, L (ft.) = 12.0
Width, W (ft.) = 7.0
Depth, D (in.) = 24 (NCDENR Erosion & Sed. Cont. Manual §8.06.6)
Stone Class = 1 ( NCDOT Std. § 1042)
*Cells in red denote required inputs from PIPES.exe outputs

WQ #2 Summary and Calculations

DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
1 B 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CrrvOFMEDICINE Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
I. PROJECT INFORMATION
Project Name: Del Webb - Duraleigh Arbors
PIN: 0769 -03 -41 -8938 Case #: D1100150
Design Contact Person: Matt Jones
Legal Name of Owner: Pulte Group
Owner Contact: Randy King
Owner Address: 1225 Crescent Green Drive - Suite
Phase 1
Phone #: [phone]
Phone #: [phone]
250, Cary NC
Deed Book 6966 Page # 695 or Plat Book
Page#
for BMP Property
For projects with multiple basins, specify which pond this work et applies
to: WQ #2
Does the proposed pond also incorporate stormwater detention? Yes
No
Detention provided for: x l -year x 2 -year x 10 -year
other
Dam Height: 10.0 (feet) Dam Classification: A
Elevations
Pond bottom elevation
366.00
ft.
(floor of the pond)
Permanent pool elevation
371.00
ft.
(invert elevation of the orifice)
Temporary pool elevation
372.40
ft.
(elevation of the structure overflow)
1 -year storm orifice /weir elevation
372.40
ft.
(invert elevation)
1 -year storm water surface elevation
373.12
ft.
2 -year storm orifice /weir elevation
372.40
ft.
(invert elevation)
2 -year storm water surface elevation
373.53
ft.
10 -year storm orifice /weir elevation
372.40
ft.
(invert elevation)
10 -year storm water surface elev.
375.11
ft.
Emergency spillway elevation
376.10
ft.
(invert of emergency spillway)
Top of embankment /dam
379.35 Settled ft.
(elevation)
Maximum water surface elevation
377.49
ft.
(max. storm pond can safely pass)
Areas
Permanent pool area provided
64,559
ft2
(water surface area at orifice invert
elevation)
Minimum required permanent pool area
34,361
ft2
(calculated surface area required)
Design storm surface area
79,104
ft'`
(Specify frequency event: 10 year)
Drainage area (10 -acres min)
49.03
ac.
(total drainage to the pond

Discharges (Speck only applicable frequency events)
At BMP
At Analysis Point(s) that BMP Contributes to
1 -year
Pre - development 315.36 cfs
Post - development w/o detention 512.41 cfs
With detention 312.74 cfs
Volumes
Permanent pool volume
Water quality pool storage volume
Design storm storage volume
Total Storage volume provided at design storm
Total Storage volume provided at top of dam
Forebay volume
2 -year
1 -year
2 -year
10 -year
466.41
Inflow
127.71 cfs
163.36 cfs
281.32
cfs
Routed outflow
4.51 cfs
8.34 cfs
25.67
cfs
At Analysis Point(s) that BMP Contributes to
1 -year
Pre - development 315.36 cfs
Post - development w/o detention 512.41 cfs
With detention 312.74 cfs
Volumes
Permanent pool volume
Water quality pool storage volume
Design storm storage volume
Total Storage volume provided at design storm
Total Storage volume provided at top of dam
Forebay volume
2 -year
ft3
10 -year
308,843
466.41
CfS
1059.27
CfS
708.99
CfS
1399.58
CfS
463.79
CfS
1052.22
CfS
-year
_ cfs
cfs
-year
cfs
_ cfs
cfs
219,7S2 ft3 (volume of main pond and forebay)
99,765
ft3
(volume above permanent pool)
308,843
ft3
(voltime above permanent pool)
528,595
ft3
931,416
ft3
46,031
ft3
( 20% of permanent pool volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool 3.40 ft.
Volumes at temporary pool plus normal pool divided by surface area of temporary pool 3.20 ft.
Other Parameters
SA/DA1 1.61 (from DWQ table)
Diameter of orifice 4.0 in. (must provide draw down over 2 to S day period)
Draw -down time 106.32 hrs
' When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may be used for values
between table entries.
Riser /Principal and Einerge
1 -year storm orifice /weir
2 -year storm orifice /weir
10 -year storm orifice /weir
25 - year storm orifice /weir
Principal spillway
Emergency spillway
icy Spillway Information
diameter in.
diameter in.
diameter in.
diameter 60 in.
diameter 36 in.
width 60 ft.
length 212 ft.
length - ft.
length - ft.
length ft.
side slopes 5 _1 slope 0 %

II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Annlicant's initials
MLJ a. The permanent pool depth is between 3- and 6 -feet (required minimum hydraulic depth of 3-
feet).
MLJ b. The forebay volume is approximately equal to 20% of the pond volume.
MLJ c. The temporary pool controls runoff for water quality design storm.
MLJ d. The temporary pool draws down in 2- to 5 -days.
MLJ e. The drainage area to the facility is at least 10- acres.
MLJ f. Riprap outlet protection, if provided, reduces flow to non - erosive velocities (provide
calculations).
MLJ g. The pond length to width ratio is greater than or equal to 3:1.
MLJ h. The pond side slopes above the permanent pool area are no steeper than 3:1.
MLJ i. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
MLJ j. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
MLJ k. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
MLJ 1. A recorded drainage easement is provided for each pond including access to the nearest
right -of -way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
MLJ m. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
MLJ n. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
MLJ o. Anti - floatation calculations are provided for riser structure.
MLJ p. A plan view of the pond with grading shown is provided.
MLJ q. A profile through the forebay, main pond and spillway is provided. Water surface
elevations are shown on the profile.
MLJ r. Riser structure details are provided.
MLJ s. Dam designed to account for a 5.00% settlement factor.
MLJ t. Compaction specifications for the embankment are shown on the plan.
MLJ u. The minimum top of dam width has been provided for the pond embankment top width per
Section 8.3, Stormwater Control Facilities (BMPs).
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.

1121 - WQ #2 Sizing
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #2 - Required Surface Area
Drainage Area to Basin = 49.03 acres
Impervious Area to Basin = 24.28 acres
Impervious Percentage = 50%
Avereage Depth (Volume /SA) = 3.40 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 40%
Site % impervious 5076
Upper Boundary 50%
Average Depth (Vol /SA) (ft)
3.0 3.4 4.0
1.73
1.61
1.43
1.73
1.61
1.43
1.73
1.61
1.43
SA /DA = 1.61
Surface Area Required = 34,361 sf
Surface Area Provided = 64,559 sf
Matt Jones, PE
6/14/2012
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual. July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (H)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
36700%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
1 3.74
3.10
2.66
2.34
2.11
1.83
1.67

1121 - WQ #2 Sizing
Below NP Volumes
Forebay Bottom
Forebay Bottom
Main Pool Bottom
1121 - Del Webb
WQ #2 Below Normal Pool Volumes
Forebay 1 Volume
Staae /Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Elevation
Area
Surface Area
Volume
Volume
(ft)
(ft)
Area
Surface Area
(cf)
(co
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
367.0
0.0
8618
0
0
0
370.5
3.5
11351
9985
34946
34946
371.0
4.0
12968
12160
6080
41026
Forebay Volume = 41026 cf
Forebay 2 Volume
Stage /Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Elevation
Area
Surface Area
Volume
Volume
(ft)
(ft)
Area
Surface Area
(cf)
(co
(ft)
(ft)
(sf)
(sf)
(cf)
(co
367.0
0.0
617
0
0
0
370.5
3.5
1679
1148
4018
4018
371.0
4.0
2272
1976
988
5006
Forebay Volume = 5006 cf
Main Pool Volume
Stage /Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(co
367.0
0.0
39853
0
0
0
370.5
3.5
45824
42839
149935
149935
371.0
4.0
49319
47572
23786
173721
Main Pool Volume = 173721 cf
Total Pond Volume
Forebay Volume = 46031 cf
Main Pool Volume = 173721 cf
Total Pond Voume = 219752 cf
Forebay Percentage of Total Volume = 20.95%
Matt Jones, PE
6/14/2012

1121 - WQ #2 Sizing
WQ Volume
1121 - Del Webb
WQ #2 - Above Normal Pool Volume
Runoff Volume
Simple Method
Drainage Area (A) =
49.03
Acres
Impervious Area =
24.28
Acres
Impervious Fraction (IA) =
0.50
Rainfall Depth (RD) =
1.00
Inch
Rv =
0.50
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 88222 cf (V = 3630 *Rp *Rv*A)
Normal Pool Elevation = 371.00
Temporary Pool Elevation = 372.40
Temporary Pool Volume = 99765 cf
Matt Jones, PE
6/14/2012

1 121 - WQ #2 Sizing
Drawdown Orifice Sizing
1121 - Del Webb
WQ #2 - Drawdown Orifice Sizing
4 =in
A,= 74,603 sf
Ao= 64,559 sf
Cd= 0.6
a= 0.087266
9= 32.2 ft /s`
H1=1 1.4 ft
(Orifice Size)
(Area of pond at the beginning of drawdown)
(Area of pond at the orifice outlet elevation)
(Orifice Coefficient of Discharge)
Orifice Area (calculated)
Acceleration of Gravity (constant)
(Maximum head (t =0))
Matt Jones, PE
6/14/2012
T= 4.43 days (Time for water level to fall from H, to Permanent Pool Elevation)
367
3.5.2 Orifice Equation
3.5.2.1 Drawdown Time Calculations for a Pond with an Orifice Outlet
A,
Stortnwater \- lanagement Nianual
For the specific; case where A, = ii,, and 11, = 0
1' = ' '[(2 * .4. * 11 �" _1_2
Cd a* a Q 1'! ;

1 121 - WQ #2 Sizing
Flow Splitter
Matt Jones, PE
6/14/2012
1121 - Del Webb
WQ #2 - Flow Splitter Calcs
Orifice Flow
Desired Flow to Level Spreader =
10.00
cfs
Level Spreader Lip Elevation =
366.00
feet
Pipe to LS Invert =
365.90
feet
Bypass Weir Elevation =
369.40
feet
Diameter of Orifice =
15.00
inches
Discharge Coefficient (Cd) =
0.60
g =
32.20
ft /s /s
Submerged Area (a) =
1.23
ft2
Effective Head (h) =
2.88
feet
Q = cd *a *�2 *g *h
Orifice Flow (Q) = 10.02 cfs

1121 - WQ #2 Sizing
Matt Jones, PE
Anti Flotation Calculations
6/14/2012
Extended Base- NC Products
Manhole Riser /Barrel Anti - Flotation Calculation Sheet
1 121 - WQ #2 Riser
Input Data =_>
Invert of Extended Base =
361.00
feet
Riser Crest Elevation =
375.30
feet
Invert of Outlet Barrel =
367.00
Inside diameter of manhole =
5.0
feet
Wall thickness of manhole =
6.0
inches
Outside diameter of manhole riser sections =
6.00
feet
Diameter of Extended base Pad =
7.2
feet
Height of Extended Base Pad =1
0.67 Ifeet
Inside Barrel diameter =
36.0
inches
Barrel Wall Thickness =
3.25
inches
Outside Diameter of Barrel =
42.50
inches
Diameter of 1 st Inlet=
4.0
inches
Area of 2nd Inlet =1
4.0 Ifeet2
Weight of Structure =_>
Volume of Riser Walls =
1 17.78
cf
Volume of Extended Base Pad =
26.89
cf
Total Volume of Concrete =
144.68
cf
Opening for barrel =
4.926
cf
Opening for 1 st inlet orifice =
0.044
cf
Opening for 2nd inlet orifice =
2.000
cf
Total Volume of Openings in Concrete =
6.969
cf
Total Concrete in Riser Section Minus Openings =
137.71
cf
Depth of Concrete Fill Layer =
5.33
cf
Volume of Concrete in Fill Layer =
1 104.72 1cf
Total Volume of Concrete Present in Riser =
242.43
cf
Concrete unit weight =
1 142
lb /cf (From NC Products Catalog)
Total Weight of Concrete = 34425 Ibs
Amount of water displaced =_>
Volume of Water Displaced by Riser Structure = 412.37 cf
Volume of Water Displaced by Trash Rack = 26 cf
Total Volume of Water Displaced = 438.37 cf
Unit Weight of water = 62 lb/cf
Weight of water displaced = 27354 Ibs
Determine if Anti- Flotation Block is Required =_>
Safety factor to use = 1.25 (recommend 1.25 or higher)
Actual Safety Factor = 1.26 Factor of Safety is Acceptable

1121 - POND OUTLET VELOCITY DISSIPATOR DESIGN Matt Jones, PE
WQ #2 6/14/2012
Velocity Dissipator Calculations w/ PIPES.EXE
NRCD Land Quality Section - Pipe Design
Entering the following values will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
25 -Year Outflow, Q (cfs) = 80.00 Flow Depth (ft.) 3.00
Slope, S ( %) = 1.00 Velocity, V (ft /s) 11.33
Pipe Dia., D (in.) = 36
Manning's n Value = 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 3.00
Outlet Velocity, Vo (fps) = 11.33
Apron Length, LA (ft.) = 24.0 ZONE 3
}
�
Width,W =
Width, W =
SAY
FINAL DIMENSIONS:
Average Dia. Stone Thickness
(inches) Class (inches)
4 A 12
8
10
14
0.4 *LA + Do
12.6 ft.
13.0 ft.
B 18
1 24
2 36
Thickness = 1.5 * DMAx
Length, L (ft.) = 24.0
Width, W (ft.) = 13.0
Depth, D (in.) = 24 (NCDENR Erosion & Sed. Cont. Manual §8.06.6)
Stone Class =1 1 ( NCDOT Std. §1042)
*Cells in red denote required inputs from PIPES.exe outputs

WQ #4 Summary and Calculations

DURHAM City of Durham
Public Works Department
Stormwater Services Divisions
1 8 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CRY OrMEDIGI& Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
I. PROJECT INFORMATION
Project Name: Del Webb - Duraleigh Arbors Phase 1
PlN; 0769 -03 -41 -8938 Case #: D1100150
Design Contact Person: Matt Jones Phone #: [phone]
Legal Name of Owner: Pulte Group
Owner Contact:
Randy King Phone #: 919 816 - 1100
Owner Address: 1225 Crescent Green Drive - Suite 250, Cary NC
Deed Book 6966 Page #695 or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to: WQ #4
Does the proposed pond also incorporate stormwater detention? es No
Detention provided for: x 1 -year x 2 -year _ 0 -year _ other
Dam Height: 12.8 (feet) Dam Classification: A
Elevations
Pond bottom elevation
375.00
ft.
(floor of the pond)
Permanent pool elevation
381.00
ft.
(invert elevation of the orifice)
Temporary pool elevation
382.30
ft.
(elevation of the structure overflow)
1 -year storm orifice /weir elevation
382.30
ft.
(invert elevation)
1 -year storm water surface elevation
382.94
ft.
2 -year storm orifice /weir elevation
382.30
ft.
(invert elevation)
2 -year storm water surface elevation
383.34
ft.
10 -year storm orifice /weir elevation
382.30
ft.
(invert elevation)
10 -year storm water surface elev.
384.80
ft.
Emergency spillway elevation
385.00
ft.
(invert of emergency spillway)
Top of embankment/dam
387.36 settled ft.
(elevation)
Maximum water surface elevation
385.55
ft.
(max. storm pond can safely pass)
Areas
Permanent pool area provided 6,897 ft (water surface area at orifice invert
elevation)
Minimum required permanent pool area 5,406 ft'` (calculated surface area required)
Design storm surface area 14,023 ft2 (Specifyfreyuency event: 10 year)
Drainage area (10 -acres min) 6.87* ac. (total drainage to the pond
*Drainage area greater approved site plan

Discharges (Speck only applicable frequency events)
At BMP
1 -year
2 -year
10 -year
-year
Inflow 17.89 cfs
22.89 cfs
39.42 cfs
cfs
Routed outflow 1.29 cfs
2.16 cfs
3.90 cfs
cfs
At Analysis Point(s) that BMP Contributes to
1 -year
2 -year
10 -year -year
Pre- development 315.36 cfs
466.41 CfS
1059.27 CfS cfs
Post - development w/o detention 512.41 cfs
708.99 cfs
1399.58 cfs cfs
With detention 312.74 cfs
463.79 cfs
1052.22 cfs cfs
Volumes
Permanent pool volume
21, i51
ft3
(volume of main pond and forebay)
Water quality pool storage volume
11,738
ft3
(volume above permanent pool)
Design storm storage volume
42,128
ft3
(volume above permanent pool)
Total Storage volume provided at design storm
40,886
ft3
Total Storage volume provided at top of dam
116,066
ft3
Forebay volume
4,432
ft3
( 20% of permanent pool volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool 3.07 ft.
Volumes at temporary pool plus normal pool divided by surface area of temporary pool 2.8() ft.
Other Parameters
SA/DA1 1.81 (from DWQ table)
Diameter of orifice 1.5 in. (must provide draw down over 2 to 5 day period)
Draw -down time 86.16 hrs
1 When using the SA /DA tables from the Stormwater Best Management Practices Manual, linear interpolation may be used for values
between table entries.
Riser /Principal and Emerge,
1 -year storm orifice /weir
2 -year storm orifice /weir
10 -year storm orifice /weir
_- year storm orifice /weir
Principal spillway
Emergency spillway
,7cy Spillway Information
diameter 10 in.
diameter - in.
diameter - in.
diameter in.
diameter 18 in.
width 4 8 ft.
length ft.
length ft.
length ft.
length ft.
side slopes 5 _1 slope 0 %

II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Annlicant's initials
MLJ a. The permanent pool depth is between 3- and 6 -feet (required minimum hydraulic depth of 3-
feet).
MLJ b. The forebay volume is approximately equal to 20% of the pond volume.
MLJ c. The temporary pool controls runoff for water quality design storm.
MLJ d. The temporary pool draws down in 2- to 5 -days.
N /A* e. The drainage area to the facility is at least 10- acres.
NSA f. Riprap outlet protection, if provided, reduces flow to non - erosive velocities (provide
calculations).
MLJ g. The pond length to width ratio is greater than or equal to 3:1.
MLJ h. The pond side slopes above the permanent pool area are no steeper than 3:1.
MLJ i. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
MLJ J. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
MLJ k. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
MLJ 1. A recorded drainage easement is provided for each pond including access to the nearest
right -of -way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
MLJ m. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
MLJ n. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
MLJ o. Anti - floatation calculations are provided for riser structure.
MLJ p. A plan view of the pond with grading shown is provided.
MLJ q. A profile through the forebay, main pond and spillway is provided. Water surface
elevations are shown on the profile.
MLJ r. Riser structure details are provided.
MLJ s. Dam designed to account for a 5.00% settlement factor.
MLJ t. Compaction specifications for the embankment are shown on the plan.
MLJ u. The minimum top of dam width has been provided for the pond embankment top width per
Section 8.3, Stormwater Control Facilities (BMPs).
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.

1121 - WQ #4 Sizing
Surface Area Calcs (85% TSS)
1121 - Del Webb
WQ #4 - Required Surface Area
Drainage Area to Basin =
6.87
acres
Impervious Area to Basin =
2.95
acres
Impervious Percentage =
43%
1.73
Total Pond Volume Below NP =
21 151
cf
Normal Pool Surface Area =
6897
sf
Avereage Depth (Volume /SA) =
3.07
ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 40%
Site % impervious 437o
Upper Boundary 507o
Average Depth (Vol /SA) (ft)
3.0 3.1 4.0
1.73
1.71
1.43
1.83
1.81
1.52
2.06
2.04
1.73
SA /DA = 1.81
Surface Area Required = 5,406 sf
Surface Area Provided = 6,897 sf
Matt Jones, PE
6/14/2012
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual. July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #4 Sizing
Below NP Volumes
Forebay Bottom
Main Pool Bottom
Matt Jones, PE
6/14/2012
1121 - Del Webb
WQ #4 Below Normal Pool Volumes
Forebay Volume
Stage /Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
375.0
0.0
81
0
0
0
380.5
5.5
1235
658
3619
3619
381.0
6.0
2015
1625
813
4432
Forebay Volume = 4432 cf
Main Pool Volume
Stage /Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Elevation
Stage
Surface
Contour
Volume
Volume
Area
Surface Area
(ft)
(ft)
(so
(sf)
(cf)
(cf)
375.0
0.0
1507
0
0
0
380.5
5.5
3785
2646
14553
14553
381.0
6.0
4882
4334
2167
16720
Main Pool Volume = 16720 cf
Total Pond Volume
Forebay Volume = 4432 cf
Main Pool Volume = 16720 cf
Total Pond Voume = 21151 cf
Forebay Percentage of Total Volume = 20.95%

1121 - WQ #4 Sizing
WQ Volume
1121 - Del Webb
WQ #4 - Above Normal Pool Volume
Runoff Volume
Simple Method
Drainage Area (A) =
6.87
Acres
Impervious Area =
2.95
Acres
Impervious Fraction (IA) =
0.43
Rainfall Depth (RD) =
1.00
Inch
Rv =
0.44
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 10885 cf (V = 3630 *Rp *Rv*A)
Normal Pool Elevation = 381.00
Temporary Pool Elevation = 382.30
Temporary Pool Volume= 1 11738 cf
Matt Jones, PE
6/14/2012

1 121 - WQ #4 Sizing
Drawdown Orifice Sizing
1121 - Del Webb
WQ #4 - Drawdown Orifice Sizing
1.5 lin
A,= 10,299 sf
Ao= 6,905 sf
Cd= 0.6
G= 0.012272
g= 32.2 ft /s`
H1=1 1.3 =ft
(Orifice Size)
(Area of pond at the beginning of drawdown)
(Area of pond at the orifice outlet elevation)
(Orifice Coefficient of Discharge)
Orifice Area (calculated)
Acceleration of Gravity (constant)
(Maximum head (t =0))
Matt Jones, PE
6/14/2012
T= 3.59 days (Time for water level to fall from H, to Permanent Pool Elevation)
3.5.2 Orifice Equation
3.5.2.1 Drawdown Time Calculations for a Pond with an Orifice Outlet
A
Stortnwater \dortat;ement Manua)
For the speciric case there a2 = .4o and 110 = 0
7.= 1 *C�2 *Aa *! /,"- +2(A,- 4,' *lJti:=i
C-d*a* 12* L 1/' 1i
v�

1 121 - WQ #4 Sizing
Anti Float Calcs
Extended Base- NC Products
Manhole Riser /Barrel Anti - Flotation Calculation Sheet
1 121 - WQ #4 Riser
Matt Jones, PE
6/14/2012
Input Data =_>
Invert of Extended Base =
37350
feet
Riser Top Elevation =
383.30
feet
Invert of Outlet Barrel =
376.00
Inside diameter of manhole =
4.0
feet
Wall thickness of manhole =
5.0
inches
Outside diameter of manhole riser sections =
4.83
feet
Diameter of Extended base Pad =
1 6.0
If eet
Height of Extended Base Pad =1
0.50
feet
Inside Barrel diameter =F—
18.0
inches
Barrel Wall Thickness =
3.25
inches
Outside Diameter of Barrel =
24.50
inches
Diameter of 1 st Inlet =
4.0
inches
Diameter of 2nd Inlet =
8.0
inches2
Height of Flat Top =
1.0
feet
Weight of Structure =_>
Volume of Riser Walls =
F-50-88-1
cf
Volume of Extended Base Pad =
1 14.14
1cf
Total Volume of Concrete =
65.01
cf
Opening for barrel =
1.364
cf
Opening for 1 st inlet orifice =
0.036
cf
Opening for 2nd inlet orifice =
0.145
cf
Total Volume of Openings in Concrete =
1.546
cf
Total Concrete in Riser Section Minus Openings =
1 63.47 1cf
Depth of Concrete Fill Layer =
2.50
ft
Volume of Concrete in Fill Layer =
1 31.42
jcf
Total Volume of Concrete Present in Riser =
94.88
cf
Concrete unit weight =
1 142
lb /cf (From NC Products Catalog)
Weight of Flat Top = 1700
Total Weight of Concrete = 15173 Ibs
Amount of water displaced =_>
Volume of Water Displaced by Riser Structure = 193.95 cf
Unit Weight of water = 62 lb/cf
Weight of water displaced = 12102 Ibs
Determine N Anti - Flotation Block is Required =_>
Safety factor to use = 1.25 (recommend 1.25 or higher)
Actual Safety Factor = 1.25 Factor of Safety is Acceptable

HydroCAD Runoff Analysis

4 '
15S 7S
TO t4 TO DP #5
10L
2S 13L
D 2
TO P #3 [IR
TO DP #6
DP#4,5, &6 REACH
1S 7P
3L ��
TO DP #1 DP DP #3
WQ#a 11 S
PA
TO WQ#4
WQ #2
PA
1PA 3S
WQ #1 4S TO WQ #2
TO WQ #1
Subcat Reach on Link

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall = 3.00"
Prepared by {enter your company name here} Page 2
HydroCADO 7.10 sin 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 Runoff Area = 56.960 ac Runoff Depth >0.81"
Flow Length= 3,173' Tc =23.6 min CN =72 Runoff =41.47 cfs 3.836 of
Subcatchment 2S: TO DP #3 Runoff Area= 18.590 ac Runoff Depth >0.40"
Flow Length= 2,277' Tc =21.0 min CN =62 Runoff =5.06 cfs 0.617 of
Subcatchment 3S: TO WQ #2 Runoff Area = 49.030 ac Runoff Depth= 1.45"
Tc =5.0 min CN =83 Runoff = 127.71 cfs 5.910 of
Subcatchment 4S: TO WQ #1 Runoff Area = 28.380 ac Runoff Depth= 1.25"
Tc =5.0 min CN =80 Runoff =63.93 cfs 2.956 of
Subcatchment 7S: TO DP #5 Runoff Area = 92.640 ac Runoff Depth >0.76"
Flow Length= 3,614' Tc =29.0 min ' CN =71 Runoff =54.14 cfs 5.870 of
Subcatchment 8S: TO DP #6 Runoff Area = 79.340 ac Runoff Depth >0.71"
Flow Length = 2,455' Tc =25.3 min CN =70 Runoff =46.82 cfs 4.722 of
Subcatchment 11 S: TO WQ #4 Runoff Area =6.870 ac Runoff Depth= 1.45"
Tc =5.0 min CN =83 Runoff =17.89 cfs 0.828 of
Subcatchment 15S: TO DP #4 Runoff Area = 13.150 ac Runoff Depth = 0.76"
Flow Length= 1,169' Tc =17.2 min CN =71 Runoff =10.83 cfs 0.833 of
Reach 4R: DP #4,5,$6 REACH Peak Depth =1.52' Max Vet =4.5 fps Inflow= 108.72 cfs 11.953 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow =91.02 cfs 11.911 of
Pond IPA: WQ #1 Peak EIev= 360.17' Storage= 81.407 cf Inflow =63.93 cfs 2.956 of
Outflow =1.76 cfs 1.360 of
Pond 2PA: WQ #2 Peak EIev= 373.12' Storage= 154.055 cf Inflow= 127.71 cfs 5.910 of
Outflow =4.51 cfs 3.182 of
Pond 7P: WQ #4 Peak Elev= 382.94' Storage= 18.578 cf Inflow =17.89 cfs 0.828 of
Outflow =1.29 cfs 0.528 of
Link 3L: DP #1 Inflow= 312.74 cfs 50.392 of
Primary= 312.74 cfs 50.392 of
1 -Year Primary Outflow Imported from 1121 - POST DEVELOPMENT - DP #2-Link 10L Inflow= 206.86 cfs 29.486 of
Primary= 206.86 cfs 29.486 of
Link 11L: DP #3 Inflow =96.71 cfs 15.710 of
Primary=96.71 cfs 15.710 of

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 3
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Link 13L: DP #5
Inflow= 101.22 cfs 11.120 of
Primary= 101.22 cfs 11.120 of
Total Runoff Area = 344.960 ac Runoff Volume = 25.573 of Average Runoff Depth = 0.89"

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 4
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Subcatchment IS: TO DP #1
Runoff = 41.47 cfs @ 12.19 hrs, Volume= 3.836 af, Depth> 0.81"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
9.420
55 Onsite Woods B
Onsite Woods B
7.960
70 Onsite Woods C
Onsite Woods C
11.290
77 Onsite Woods D
Onsite Woods D
1.360
55 Offsite Woods B
Onsite Open D
0.890
70 Offsite Woods C
22.510
77 Offsite Woods D
3.530
80 Offsite Open D
56.960
72 Weighted Average
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
12.4 75
0.0400 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6 415
0.0720 4.3
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1 1,205
0.0380 4.9 19.65
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.0 945
0.0060 5.3 399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5 533
0.0020 3.6 534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
23.6 3,173 Total
Subcatchment 2S: TO DP #3
Runoff = 5.06 cfs @ 12.20 hrs, Volume= 0.617 af, Depth> 0.40"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
11.900
55
Onsite Woods B
4.010
70
Onsite Woods C
2.050
77
Onsite Woods D
0.630
80
Onsite Open D
18.590 62 Weighted Average

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 5
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
( ft/ft)
( ft/sec)
(cfs)
58 Dogwood Lots @ 3325 sf Impervious
12.4
75
0.0400
0.1
98
Sheet Flow,
12.670
61
Open Space HSG 'B'
12.080
74
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
374
0.0530
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.0
440
0.0780
7.0
28.15
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
5.9
1,388
0.0080
3.9
78.72
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
21.0 2,277 Total
Subcatchment 3S: TO WQ #2
[49] Hint: Tc <2dt may require smaller dt
Runoff = 127.71 cfs @ 11.96 hrs, Volume= 5.910 af, Depth= 1.45"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
7.930
98
Street Impervious Area
2.380
98
Sidewalk Impervious Area
3.300
98
34 Emerald Lots @ 4225 sf Impervious
4.430
98
58 Dogwood Lots @ 3325 sf Impervious
2.270
98
35 Cardinal Lots @ 2825 sf Impervious
3.970
98
66 Twin Lots @ 2625 sf Impervious
12.670
61
Open Space HSG 'B'
12.080
74
Open Space HSG 'C'
49.030 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: TO WQ #1
[49] Hint: Tc <2dt may require smaller dt
Runoff = 63.93 cfs @ 11.96 hrs, Volume= 2.956 af, Depth= 1.25"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 1 -Year Rainfall= 3.00"

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall = 3.00"
Prepared by {enter your company name here} Page 6
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Area (ac) CN Description
4.230
98
Street Impervious
0.970
98
Sidewalk Impervious
2.520
98
33 Dogwood Lots @ 3325 sf Impervious
6.870
98
106 Cardinal Lots @ 2825 sf Impervious
12.790
61
Open Space HSG 'B'
1.000
74
Open Space HSG 'C'
28.380 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) ( ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: TO DP #5
Runoff = 54.14 cfs @ 12.27 hrs, Volume= 5.870 af, Depth> 0.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
9.950
55 Onsite Woods B
0.000
70 Onsite Woods C
10.600
77 Onsite Woods D
0.700
61 Onsite Open B
0.000
74 Onsite Open C
9.880
80 Onsite Open D
8.410
55 Offsite Woods B
27.310
70 Offsite Woods C
7.570
77 Offsite Woods D
0.330
61 Offsite Open B
10.370
74 Offsite Open C
7.520
80 Offsite Open D
92.640
71 Weighted Average
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) (ft/sec)
(cfs)
16.3
75 0.0200 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354 0.0450 3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
600 0.0400 5.0
20.16
Channel Flow,
Area= 4.0 sf Perim= 6.0' r- 0.67' n= 0.045
1.2
341 0.0260 4.8
28.83
Channel Flow,
Area= 6.0 sf Perim= 7.0' r- 0.86' n= 0.045
4.3 1,310 0.0210 5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
3.5
934 0.0100 4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 7
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Subcatchment 8S: TO DP #6
Runoff = 46.82 cfs @ 12.22 hrs, Volume= 4.722 af, Depth> 0.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
4.370
55
Onsite Woods D
1.550
70
Onsite Woods C
12.050
55
Offsite Woods B
24.250
70
Offsite Woods C
27.090
77
Offsite Woods D
1.000
61
Offsite Open B
2.520
74
Offsite Open C
5.030
80
Offsite Open D
0.870
98
9 Emerald Lots Impervious
0.610
74
Onsite Open C
79.340 70 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Open Space HSG 'B'
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0
425
0.0470
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
985
0.0390
5.0
19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7
970
0.0160
4.4
53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total
Subcatchment 11 S: TO WQ #4
[49] Hint: Tc <2dt may require smaller dt
Runoff = 17.89 cfs @ 11.96 hrs, Volume= 0.828 af, Depth= 1.45"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
1.160
98
12 Emerald Lots @ 4225 SF Impervious
1.430
98
Street Impervious
0.360
98
Sidewalk Impervious
0.750
61
Open Space HSG 'B'
3.170
74
Open Space HSG 'C'
6.870 83 Weighted Average

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 8
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Tc Length Slope Velocity Capacity Description
(min) (feet) ( ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: TO DP#4
Runoff = 10.83 cfs @ 12.12 hrs, Volume= 0.833 af, Depth= 0.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
3.470 55 Onsite Woods B
9.680 77 Onsite Woods D
13.150 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.0
14.5
75
0.0270
0.1
0.7
Sheet Flow,
1,663
0.43
3.00
40.5
21.0
Woods: Light underbrush n= 0.400 P2= 3.50"
1.0
268
0.0820
4.6
691,125
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4
163
0.0740
6.9
27.42
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.3
663
0.0410
8.2
123.34
Channel Flow,
Area= 15.0 sf Perim= 11.0' r= 1.36' n= 0.045
17.2 1,169 Total
Reach 4R: DP#4,5, &6 REACH
Inflow Area = 192.000 ac, Inflow Depth > 0.75" for 1 -Year event
Inflow = 108.72 cfs @ 12.23 hrs, Volume= 11.953 of
Outflow = 91.02 cfs @ 12.51 hrs, Volume= 11.911 af, Atten= 16 %, Lag= 16.9 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.5 fps, Min. Travel Time= 8.8 min
Avg. Velocity = 2.7 fps, Avg. Travel Time= 14.5 min
Peak Depth= 1.52'@ 12.36 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.0080T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.7
7.5
1,663
0.43
3.00
40.5
21.0
96,188
185.34
6.00
291.0
176.0
691,125
1,201.80

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall = 3.00"
Prepared by {enter your company name here) Page 9
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Pond 1 PA: WQ #1
Inflow Area = 28.380 ac, Inflow Depth= 1.25" for 1 -Year event
Inflow = 63.93 cfs @ 11.96 hrs, Volume= 2.956 of
Outflow = 1.76 cfs @ 15.18 hrs, Volume= 1.360 af, Atten= 97 %, Lag= 193.4 min
Primary = 1.76 cfs @ 15.18 hrs, Volume= 1.360 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 360.17' @ 15.18 hrs Surf.Area= 40,960 sf Storage= 81,407 cf
Plug -Flow detention time= 366.7 min calculated for 1.357 of (46% of inflow)
Center -of -Mass det. time= 237.4 min ( 1,079.3 - 841.9 )
Volume Invert Avail.Storage Storage Description
#1 358.00' 341,052 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
358.00 30,449 0 0
358.50 36,207 16,664 16,664
360.00 40,746 57,715 74,379
362.00 43,230 83,976 158,355
364.00 45,713 88,943 247,298
366.00 48,041 93,754 341,052
Device Routing Invert Outlet Devices
#1 Primary 354.50' 18.0" x 80.0' long Culvert RCP, groove end w /headwall, Ke= 0.200
Outlet Invert= 353.70' S=0.0100'/' Cc= 0.900 n=0.013
#2 Device 1 358.00' 3.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#3 Device 1 359.60' 15.0" Vert. Orifice /Grate C= 0.600
#4 Device 1 362.30' 48.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#5 Primary 362.70' 52.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =1.76 cfs @ 15.18 hrs HW= 360.17' TW= 355.20' (Fixed TW Elev= 355.20')
=Culvert (Passes 1.76 cfs of 19.38 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0.35 cfs @ 7.1 fps)
3= Orifice /Grate (Orifice Controls 1.41 cfs @ 2.6 fps)
= Orifice /Grate ( Controls 0.00 cfs)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Pond 2PA: WQ #2
Inflow Area = 49.030 ac, Inflow Depth= 1.45" for 1 -Year event
Inflow = 127.71 cfs @ 11.96 hrs, Volume= 5.910 of
Outflow = 4.51 cfs @ 13.90 hrs, Volume= 3.182 af, Atten= 96 %, Lag= 116.2 min
Primary = 4.51 cfs @ 13.90 hrs, Volume= 3.182 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 373.12' @ 13.90 hrs Surf.Area= 76,810 sf Storage= 154,055 cf
Plug -Flow detention time= 333.2 min calculated for 3.176 of (54% of inflow)
Center -of -Mass det. time= 213.0 min ( 1,044.9 - 831.9 )

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall = 3.00"
Prepared by {enter your company name here} Page 10
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Volume Invert Avail.Storage Storage Description
#1 371.00' 711,664 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
371.00 64,559 0 0
371.50 71,505 34,016 34,016
373.00 76,669 111,131 145,147
380.00 85,193 566,517 711,664
Device Routing Invert Outlet Devices
#1 Primary 367.00' 36.0" x 88.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 366.00' S= 0.0114'/' Cc= 0.900 n=0.013
#2 Device 1 371.00' 4.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#3 Device 1 372.40' 2.00'W x 2.00' H Vert. Orifice /Grate C= 0.600
#4 Device 1 375.30' 60.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#5 Primary 376.10' 60.0' long x 15.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max =4.50 cfs @ 13.90 hrs HW= 373.12' TW= 369.00' (Fixed TW Elev= 369.00')
=Culvert (Passes 4.50 cfs of 69.05 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0.61 cfs @ 7.0 fps)
3= Orifice /Grate (Orifice Controls 3.89 cfs @ 2.7 fps)
= Orifice /Grate ( Controls 0.00 cfs)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Pond 7P: WQ#4
Inflow Area = 6.870 ac, Inflow Depth= 1.45" for 1 -Year event
Inflow = 17.89 cfs @ 11.96 hrs, Volume= 0.828 of
Outflow = 1.29 cfs @ 12.61 hrs, Volume= 0.528 af, Atten= 93 %, Lag= 39.2 min
Primary = 1.29 cfs @ 12.61 hrs, Volume= 0.528 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 382.94' @ 12.61 hrs Surf.Area= 11,244 sf Storage= 18,578 cf
Plug -Flow detention time= 254.1 min calculated for 0.527 of (64% of inflow)
Center -of -Mass det. time= 141.6 min ( 973.5 - 831.9 )
Volume Invert Avail.Storage Storage Description
#1 381.00' 94,915 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
381.00 6,905 0 0
381.50 9,037 3,986 3,986
382.00 9,852 4,722 8,708
384.00 12,828 22,680 31,388
386.00 15,816 28,644 60,032
388.00 19,067 34,883 94,915

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by (enter your company name here) Page 11
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Device
Routing
Invert
Outlet Devices
#1
Primary
376.00'
18.0" x 72.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 375.20' S= 0.0111 T Cc= 0.900 n= 0.013
#2
Device 1
381.00'
1.5" Vert. Orifice /Grate C= 0.600
#3
Device 1
382.30'
10.0" Vert. Orifice /Grate C= 0.600
#4
Primary
385.00'
56.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =1.29 cfs @ 12.61 hrs HW= 382.94' (Free Discharge)
Culvert (Passes 1.29 cfs of 21.10 cfs potential flow)
=Culvert (Passes
(Orifice Controls 0.08 cfs @ 6.6 fps)
3 Orifice /Grate (Orifice Controls 1.21 cfs @ 2.7 fps)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Link 3L: DP #1
Inflow Area = 759.730 ac, Inflow Depth > 0.80" for 1 -Year event
Inflow = 312.74 cfs @ 12.39 hrs, Volume= 50.392 of
Primary = 312.74 cfs @ 12.39 hrs, Volume= 50.392 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2
Inflow Area = 414.770 ac, Inflow Depth > 0.85" for 1 -Year event
Inflow = 206.86 cfs @ 12.31 hrs, Volume= 29.486 of
Primary = 206.86 cfs @ 12.31 hrs, Volume= 29.486 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
1 -Year Primary Outflow Imported from 1121 - POST DEVELOPMENT - DP #2-Link 10L
Link 11L: DP #3
Inflow Area = 259.620 ac, Inflow Depth > 0.73" for 1 -Year event
Inflow = 96.71 cfs @ 12.51 hrs, Volume= 15.710 of
Primary = 96.71 cfs @ 12.51 hrs, Volume= 15.710 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #5
Inflow Area = 178.850 ac, Inflow Depth > 0.75" for 1 -Year event
Inflow = 101.22 cfs @ 12.24 hrs, Volume= 11.120 of
Primary = 101.22 cfs @ 12.24 hrs, Volume= 11.120 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 2 -Year Rainfall = 3.50"
Prepared by {enter your company name here} Page 12
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 Runoff Area = 56.960 ac Runoff Depth >1.12"
Flow Length= 3,173' Tc =23.6 min CN =72 Runoff =60.13 cfs 5.321 of
Subcatchment 2S: TO DP #3 Runoff Area = 18.590 ac Runoff Depth >0.62"
Flow Length= 2,277' Tc =21.0 min CN =62 Runoff =9.34 cfs 0.953 of
Subcatchment 3S: TO WQ #2 Runoff Area = 49.030 ac Runoff Depth= 1.86"
Tc =5.0 min CN =83 Runoff = 163.36 cfs 7.594 of
Subcatchment 4S: TO WQ #1 Runoff Area = 28.380 ac Runoff Depth= 1.64"
Tc =5.0 min CN =80 Runoff =83.68 cfs 3.870 of
Subcatchment 7S: TO DP #5 Runoff Area = 92.640 ac Runoff Depth >1.06"
Flow Length= 3,614' Tc =29.0 min CN =71 Runoff =80.03 cfs 8.211 of
Subcatchment 8S: TO DP #6 Runoff Area = 79.340 ac Runoff Depth >1.01"
Flow Length= 2,455' Tc =25.3 min CN =70 Runoff =70.25 cfs 6.665 of
Subcatchment 11 S: TO WQ#4 Runoff Area =6.870 ac Runoff Depth= 1.86"
Tc =5.0 min CN =83 Runoff =22.89 cfs 1.064 of
Subcatchment 15S: TO DP #4 Runoff Area = 13.150 ac Runoff Depth= 1.06"
Flow Length= 1,169' Tc =17.2 min CN =71 Runoff =15.85 cfs 1.166 of
Reach 4R: DP #4,5,$6 REACH Peak Depth =2.24' Max Vet =4.6 fps Inflow = 162.84 cfs 16.801 of
n =0.045 L= 2,375.0' S= 0.0080'/' Capacity= 1,201.80 cfs Outflow= 136.40 cfs 16.757 of
Pond 1 PA: WQ #1 Peak Elev= 360.53' Storage= 95.950 cf Inflow =83.68 cfs 3.870 of
Outflow =3.56 cfs 2.230 of
Pond 2PA: WQ #2 Peak Elev= 373.53' Storage= 185.613 cf Inflow= 163.36 cfs 7.594 of
Outflow =8.34 cfs 4.780 of
Pond 7P: WQ #4 Peak Elev= 383.34' Storage= 23.198 cf Inflow =22.89 cfs 1.064 of
Outflow =2.16 cfs 0.759 of
Link 3L: DP #1 Inflow= 463.79 cfs 70.612 of
Primary= 463.79 cfs 70.612 of
2 -Year Primary Outflow Imported from 1121 - POST DEVELOPMENT - DP #2 -Link 10L Inflow= 300.95 cfs 40.571 of
Primary= 300.95 cfs 40.571 of
Link 11 L: DP #3 Inflow= 148.19 cfs 22.491 of
Primary= 148.19 cfs 22.491 of

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 13
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Link 13L: DP #5
Inflow= 151.14 cfs 15.635 of
Primary= 151.14 cfs 15.635 of
Total Runoff Area = 344.960 ac Runoff Volume = 34.844 of Average Runoff Depth = 1.21"

1121 - POST DEVELOPMENT - DP #1 Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 14
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Subcatchment 1S: TO DP #1
Runoff = 60.13 cfs @ 12.19 hrs, Volume= 5.321 af, Depth> 1.12"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
9.420
55
Onsite Woods B
7.960
70
Onsite Woods C
11.290
77
Onsite Woods D
1.360
55
Offsite Woods B
0.890
70
Offsite Woods C
22.510
77
Offsite Woods D
3.530
80
Offsite Open D
56.960 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Onsite Open D
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
415
0.0720
4.3
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1
1,205
0.0380
4.9
19.65
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.0
945
0.0060
5.3
399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5
533
0.0020
3.6
534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
23.6 3,173 Total
Subcatchment 2S: TO DP #3
Runoff = 9.34 cfs @ 12.18 hrs, Volume= 0.953 af, Depth> 0.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
11.900
55
Onsite Woods B
4.010
70
Onsite Woods C
2.050
77
Onsite Woods D
0.630
80
Onsite Open D
18.590 62 Weighted Average

1121 - POST DEVELOPMENT - DP #1 Type 1124 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 15
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
58 Dogwood Lots @ 3325 sf Imperious
12.4
75
0.0400
0.1
98
Sheet Flow,
12.670
61
Open Space HSG 'B'
12.080
74
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
374
0.0530
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.0
440
0.0780
7.0
28.15
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
5.9
1,388
0.0080
3.9
78.72
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
21.0 2,277 Total
Subcatchment 3S: TO WQ #2
[49] Hint: Tc <2dt may require smaller dt
Runoff = 163.36 cfs @ 11.96 hrs, Volume= 7.594 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
7.930
98
Street Imperious Area
2.380
98
Sidewalk Impervious Area
3.300
98
34 Emerald Lots @ 4225 sf Imperious
4.430
98
58 Dogwood Lots @ 3325 sf Imperious
2.270
98
35 Cardinal Lots @ 2825 sf Impervious
3.970
98
66 Twin Lots @ 2625 sf Imperious
12.670
61
Open Space HSG 'B'
12.080
74
Open Space HSG 'C'
49.030 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: TO WQ #1
[49] Hint: Tc <2dt may require smaller dt
Runoff = 83.68 cfs @ 11.96 hrs, Volume= 3.870 af, Depth= 1.64"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Rainfall= 3.50"

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 2 -Year Rainfall = 3.50"
Prepared by {enter your company name here} Page 16
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Area (ac) CN Description
4.230
98
Street Impervious
0.970
98
Sidewalk Impervious
2.520
98
33 Dogwood Lots @ 3325 sf Impervious
6.870
98
106 Cardinal Lots @ 2825 sf Impervious
12.790
61
Open Space HSG 'B'
1.000
74
Open Space HSG 'C'
28.380 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: TO DP #5
Runoff = 80.03 cfs @ 12.26 hrs, Volume= 8.211 af, Depth> 1.06"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
9.950
55 Onsite Woods B
0.000
70 Onsite Woods C
10.600
77 Onsite Woods D
0.700
61 Onsite Open B
0.000
74 Onsite Open C
9.880
80 Onsite Open D
8.410
55 Offsite Woods B
27.310
70 Offsite Woods C
7.570
77 Offsite Woods D
0.330
61 Offsite Open B
10.370
74 Offsite Open C
7.520
80 Offsite Open D
92.640
71 Weighted Average
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) ( ft/sec)
(cfs)
16.3
75 0.0200 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354 0.0450 3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
600 0.0400 5.0
20.16
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.2
341 0.0260 4.8
28.83
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
4.3 1,310 0.0210 5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
3.5
934 0.0100 4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 2 -Year Rainfall = 3.50"
Prepared by {enter your company name here} Page 17
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Subcatchment 8S: TO DP #6
Runoff = 70.25 cfs @ 12.21 hrs, Volume= 6.665 af, Depth> 1.01"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
4.370
55
Onsite Woods D
1.550
70
Onsite Woods C
12.050
55
Offsite Woods B
24.250
70
Offsite Woods C
27.090
77
Offsite Woods D
1.000
61
Offsite Open B
2.520
74
Offsite Open C
5.030
80
Offsite Open D
0.870
98
9 Emerald Lots Impervious
0.610
74
Onsite Open C
79.340 70 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Open Space HSG 'B'
16.3
75
0.0200
0.1
83
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0
425
0.0470
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
985
0.0390
5.0
19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7
970
0.0160
4.4
53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total
Subcatchment 11S: TO WQ#4
[49] Hint: Tc <2dt may require smaller dt
Runoff = 22.89 cfs @ 11.96 hrs, Volume= 1.064 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
1.160
98
12 Emerald Lots @ 4225 SF Impervious
1.430
98
Street Impervious
0.360
98
Sidewalk Impervious
0.750
61
Open Space HSG 'B'
3.170
74
Open Space HSG 'C'
6.870
83
Weighted Average

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 2 -Year Rainfall = 3.50"
Prepared by {enter your company name here} Page 18
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: TO DP#4
Runoff = 15.85 cfs @ 12.11 hrs, Volume= 1.166 af, Depth= 1.06"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
3.470 55 Onsite Woods B
9.680 77 Onsite Woods D
13.150 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
( ft/sec)
(cfs)
0.0
14.5
75
0.0270
0.1
0.7
Sheet Flow,
1,663
0.43
3.00
40.5
21.0
Woods: Light underbrush n= 0.400 P2= 3.50"
1.0
268
0.0820
4.6
691,125
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4
163
0.0740
6.9
27.42
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.3
663
0.0410
8.2
123.34
Channel Flow,
Area= 15.0 sf Perim= 11.0' r- 1.36' n= 0.045
17.2 1,169 Total
Reach 4R: DP#4,5, &6 REACH
Inflow Area = 192.000 ac, Inflow Depth > 1.05" for 2 -Year event
Inflow = 162.84 cfs @ 12.22 hrs, Volume= 16.801 of
Outflow = 136.40 cfs @ 12.50 hrs, Volume= 16.757 af, Atten= 16 %, Lag= 16.6 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.6 fps, Min. Travel Time= 8.7 min
Avg. Velocity = 2.8 fps, Avg. Travel Time= 13.9 min
Peak Depth= 2.24'@ 12.35 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.0080?
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.7
7.5
1,663
0.43
3.00
40.5
21.0
96,188
185.34
6.00
291.0
176.0
691,125
1,201.80

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 2 -Year Rainfall= 3.50"
Prepared by (enter your company name here) Page 19
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Pond 1 PA: WQ #1
Inflow Area = 28.380 ac, Inflow Depth = 1.64" for 2 -Year event
Inflow = 83.68 cfs @ 11.96 hrs, Volume= 3.870 of
Outflow = 3.56 cfs @ 13.51 hrs, Volume= 2.230 af, Atten= 96 %, Lag= 92.9 min
Primary = 3.56 cfs @ 13.51 hrs, Volume= 2.230 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 360.53' @ 13.51 hrs Surf.Area= 41,398 sf Storage= 95,950 cf
Plug -Flow detention time= 309.0 min calculated for 2.226 of (58% of inflow)
Center -of -Mass det. time= 190.1 min ( 1,024.2 - 834.1 )
Volume Invert
Avail.Storage Storage Description
#1 358.00'
341,052 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
358.00
30,449
0 0
358.50
36,207
16,664 16,664
360.00
40,746
57,715 74,379
362.00
43,230
83,976 158,355
364.00
45,713
88,943 247,298
366.00
48,041
93,754 341,052
Device Routing
Invert
Outlet Devices
#1 Primary
354.50'
18.0" x 80.0' long Culvert RCP, groove end w /headwall, Ke= 0.200
Outlet Invert= 353.70' S=0.0100'/' Cc= 0.900 n=0.013
#2 Device 1
358.00'
3.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#3 Device 1
359.60'
15.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
362.30'
48.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#5 Primary
362.70'
52.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =3.56 cfs @ 13.51 hrs HW= 360.53' TW= 355.20' (Fixed TW Elev= 355.20')
E ulvert (Passes 3.56 cfs of 20.05 cfs potential flow)
= Orifice /Grate (Orifice Controls 0.38 cfs @ 7.7 fps)
= Orifice /Grate (Orifice Controls 3.19 cfs @ 3.3 fps)
= Orifice /Grate ( Controls 0.00 cfs)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 373.53' @ 13.06 hrs Surf.Area= 77,309 sf Storage= 185,613 cf
Plug -Flow detention time= 292.7 min calculated for 4.770 of (63% of inflow)
Center -of -Mass det. time= 182.1 min ( 1,006.8 - 824.7 )
Pond 2PA: WQ #2
Inflow Area =
49.030 ac,
Inflow Depth= 1.86"
for 2 -Year event
Inflow =
163.36 cfs @
11.96 hrs, Volume=
7.594 of
Outflow =
8.34 cfs @
13.06 hrs, Volume=
4.780 af, Atten= 95 %, Lag= 66.5 min
Primary =
8.34 cfs @
13.06 hrs, Volume=
4.780 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 373.53' @ 13.06 hrs Surf.Area= 77,309 sf Storage= 185,613 cf
Plug -Flow detention time= 292.7 min calculated for 4.770 of (63% of inflow)
Center -of -Mass det. time= 182.1 min ( 1,006.8 - 824.7 )

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 2 -Year Rainfall = 3.50"
Prepared by {enter your company name here} Page 20
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Volume Invert Avail.Storage Storage Description
#1 371.00' 711,664 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
371.00 64,559 0 0
371.50 71,505 34,016 34,016
373.00 76,669 111,131 145,147
380.00 85,193 566,517 711,664
Device Routing Invert Outlet Devices
#1 Primary 367.00' 36.0" x 88.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 366.00' S=0.0114'/' Cc= 0.900 n=0.013
#2 Device 1 371.00' 4.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#3 Device 1 372.40' 2.00'W x 2.00'H Vert. Orifice /Grate C= 0.600
#4 Device 1 375.30' 60.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#5 Primary 376.10' 60.0' long x 15.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max =8.33 cfs @ 13.06 hrs HW= 373.53' TW= 369.00' (Fixed TW Elev= 369.00')
= Culvert (Passes 8.33 cfs of 72.40 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0.67 cfs @ 7.7 fps)
3= Orifice /Grate (Orifice Controls 7.67 cfs @ 3.4 fps)
= Orifice /Grate ( Controls 0.00 cfs)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Pond 7P: WQ#4
Inflow Area = 6.870 ac, Inflow Depth = 1.86" for 2 -Year event
Inflow = 22.89 cfs @ 11.96 hrs, Volume= 1.064 of
Outflow = 2.16 cfs @ 12.44 hrs, Volume= 0.759 af, Atten= 91 %, Lag= 29.2 min
Primary = 2.16 cfs @ 12.44 hrs, Volume= 0.759 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 383.34'@ 12.44 hrs Surf.Area= 11,840 sf Storage= 23,198 cf
Plug -Flow detention time= 219.9 min calculated for 0.757 of (71 % of inflow)
Center -of -Mass det. time= 119.5 min ( 944.2 - 824.7 )
Volume Invert Avail.Storage Storage Description
#1 381.00' 94,915 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
381.00 6,905 0 0
381.50 9,037 3,986 3,986
382.00 9,852 4,722 8,708
384.00 12,828 22,680 31,388
386.00 15,816 28,644 60,032
388.00 19,067 34,883 94,915

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 2 -Year Rainfall= 3.50"
Prepared by (enter your company name here) Page 21
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Device
Routing
Invert
Outlet Devices
#1
Primary
376.00'
18.0" x 72.0' long Culvert RCP, square edge headwall, Ke= 0.500
Primary =
151.14 cfs @
12.23 hrs, Volume=
Outlet Invert= 375.20' S= 0.0111 T Cc= 0.900 n= 0.013
#2
Device 1
381.00'
1.5" Vert. Orifice /Grate C= 0.600
#3
Device 1
382.30'
10.0" Vert. Orifice /Grate C= 0.600
#4
Primary
385.00'
56.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary Out low Max =2.16 cfs @ 12.44 hrs HW= 383.34' (Free Discharge)
TCulvert (Passes 2.16 cfs of 21.77 cfs potential flow)
2=Orifice/G rate (Orifice Controls 0.09 cfs @ 7.3 fps)
3= Orifice /Grate (Orifice Controls 2.07 cfs @ 3.8 fps)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Link 3L: DP #1
Inflow Area = 759.730 ac, Inflow Depth > 1.12" for 2 -Year event
Inflow = 463.79 cfs @ 12.37 hrs, Volume= 70.612 of
Primary = 463.79 cfs @ 12.37 hrs, Volume= 70.612 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2
Inflow Area = 414.770 ac, Inflow Depth > 1.17" for 2 -Year event
Inflow = 300.95 cfs @ 12.29 hrs, Volume= 40.571 of
Primary = 300.95 cfs @ 12.29 hrs, Volume= 40.571 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
2 -Year Primary Outflow Imported from 1121 - POST DEVELOPMENT - DP #2-Link 10L
Link 11 L: DP #3
Inflow Area = 259.620 ac, Inflow Depth > 1.04" for 2 -Year event
Inflow = 148.19 cfs @ 12.49 hrs, Volume= 22.491 of
Primary = 148.19 cfs @ 12.49 hrs, Volume= 22.491 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #5
Inflow Area =
178.850 ac,
Inflow Depth > 1.05"
for 2 -Year event
Inflow =
151.14 cfs @
12.23 hrs, Volume=
15.635 of
Primary =
151.14 cfs @
12.23 hrs, Volume=
15.635 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - POST DEVELOPMENT - DP #1 Type // 24 -hr 10 -Year Rainfall=5. 10 "
Prepared by {enter your company name here} Page 22
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 Runoff Area = 56.960 ac Runoff Depth >2.28"
Flow Length= 3,173' Tc =23.6 min CN =72 Runoff = 128.72 cfs 10.799 of
Subcatchment 2S: TO DP #3 Runoff Area= 18.590 ac Runoff Depth >1.50"
Flow Length = 2,277' Tc =21.0 min CN =62 Runoff =27.83 cfs 2.324 of
Subcatchment 3S: TO WQ #2 Runoff Area = 49.030 ac Runoff Depth= 3.26"
Tc =5.0 min CN =83 Runoff = 281.32 cfs 13.339 of
Subcatchment 4S: TO WQ #1 Runoff Area = 28.380 ac Runoff Depth= 2.98"
Tc =5.0 min CN =80 Runoff = 150.41 cfs 7.048 of
Subcatchment 7S: TO DP #5 Runoff Area = 92.640 ac Runoff Depth >2.19"
Flow Length= 3,614' Tc =29.0 min CN =71 Runoff = 176.00 cfs 16.924 of
Subcatchment 8S: TO DP #6 Runoff Area = 79.340 ac Runoff Depth >2.11"
Flow Length= 2,455' Tc =25.3 min CN =70 Runoff= 157.84 cfs 13.955 of
Subcatchment 11S: TO WQ #4 Runoff Area =6.870 ac Runoff Depth= 3.26"
Tc =5.0 min CN =83 Runoff =39.42 cfs 1.869 of
Subcatchment 15S: TO DP #4 Runoff Area = 13.150 ac Runoff Depth= 2.19"
Flow Length= 1,169' Tc =17.2 min CN =71 Runoff =34.31 cfs 2.402 of
Reach 4R: DP #4,5,86 REACH Peak Depth =3.33' Max Vet =4.6 fps Inflow = 361.13 cfs 34.835 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow= 297.71 cfs 34.784 of
Pond IPA: WQ #1 Peak Elev= 362.25' Storage= 169.081 cf Inflow = 150.41 cfs 7.048 of
Outflow =8.89 cfs 5.291 of
Pond 2PA: WQ #2 Peak Elev= 375.11' Storage = 309.866 cf Inflow= 281.32 cfs 13.339 of
Outflow =25.67 cfs 10.314 of
Pond 7P: WQ#4 Peak Elev= 384.80' Storage= 42.112 cf Inflow =39.42 cfs 1.869 of
Outflow =3.90 cfs 1.553 of
Link 3L: DP #1 Inflow = 1,052.22 cfs 144.683 of
Primary= 1,052.22 cfs 144.683 of
10 -Year Primary Outflow Imported from 1121 - POST DEVELOPMENT - DP #2- -Link 10L Inflow= 674.01 cfs 81.170 of
Primary= 674.01 cfs 81.170 of
Link 11 L: DP #3 Inflow= 333.72 cfs 47.422 of
Primary= 333.72 cfs 47.422 of

1121 - POST DEVELOPMENT - DP #1 Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 23
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Link 13L: DP #5
Inflow = 335.97 cfs 32.432 of
Primary= 335.97 cfs 32.432 of
Total Runoff Area = 344.960 ac Runoff Volume = 68.662 of Average Runoff Depth = 2.39"

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 10 -Year Rainfall = 5.10"
Prepared by {enter your company name here} Page 24
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Subcatchment IS: TO DP #1
Runoff = 128.72 cfs @ 12.17 hrs, Volume= 10.799 af, Depth> 2.28"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Descriotion
9.420
55
Onsite Woods B
7.960
70
Onsite Woods C
11.290
77
Onsite Woods D
1.360
55
Offsite Woods B
0.890
70
Offsite Woods C
22.510
77
Offsite Woods D
3.530
80
Offsite Open D
56.960 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Onsite Open D
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
415
0.0720
4.3
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1
1,205
0.0380
4.9
19.65
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.0
945
0.0060
5.3
399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5
533
0.0020
3.6
534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
23.6 3,173 Total
Subcatchment 2S: TO DP #3
Runoff = 27.83 cfs @ 12.16 hrs, Volume= 2.324 af, Depth> 1.50"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall= 5.10"
Area (ac) CN Description
11.900
55
Onsite Woods B
4.010
70
Onsite Woods C
2.050
77
Onsite Woods D
0.630
80
Onsite Open D
18.590 62 Weighted Average

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 10 -Year Rainfall = 5.10"
Prepared by {enter your company name here} Page 25
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Tc
Length
Slope
Velocity
Capacity -
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
58 Dogwood Lots @ 3325 sf Impervious
12.4
75
0.0400
0.1
98
Sheet Flow,
12.670
61
Open Space HSG 'B'
12.080
74
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
374
0.0530
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.0
440
0.0780
7.0
28.15
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
5.9
1,388
0.0080
3.9
78.72
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
21.0 2,277 Total
Subcatchment 3S: TO WQ #2
[49] Hint: Tc <2dt may require smaller dt
Runoff = 281.32 cfs @ 11.95 hrs, Volume= 13.339 af, Depth= 3.26"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
7.930
98
Street Impervious Area
2.380
98
Sidewalk Impervious Area
3.300
98
34 Emerald Lots @ 4225 sf Impervious
4.430
98
58 Dogwood Lots @ 3325 sf Impervious
2.270
98
35 Cardinal Lots @ 2825 sf Impervious
3.970
98
66 Twin Lots @ 2625 sf Impervious
12.670
61
Open Space HSG 'B'
12.080
74
Open Space HSG 'C'
49.030 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) ( ft/ft) ( ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: TO WQ #1
[49] Hint: Tc <2dt may require smaller dt
Runoff = 150.41 cfs @ 11.96 hrs, Volume= 7.048 af, Depth= 2.98"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Rainfall = 5.10"

1121 - POST DEVELOPMENT - DP #1 Type 11 24 -hr 10 -Year Rainfall = 5.10"
Prepared by {enter your company name here} Page 26
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Area (ac) CN Description
4.230
98
Street Impervious
0.970
98
Sidewalk Impervious
2.520
98
33 Dogwood Lots @ 3325 sf Impervious
6.870
98
106 Cardinal Lots @ 2825 sf Impervious
12.790
61
Open Space HSG 'B'
1.000
74
Open Space HSG 'C'
28.380 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: TO DP #5
Runoff = 176.00 cfs @ 12.24 hrs, Volume= 16.924 af, Depth> 2.19"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
9.950
55
Onsite Woods B
0.000
70
Onsite Woods C
10.600
77
Onsite Woods D
0.700
61
Onsite Open B
0.000
74
Onsite Open C
9.880
80
Onsite Open D
8.410
55
Offsite Woods B
27.310
70
Offsite Woods C
7.570
77
Offsite Woods D
0.330
61
Offsite Open B
10.370
74
Offsite Open C
7.520
80
Offsite Open D
92.640 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354
0.0450
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
600
0.0400
5.0
20.16
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.2
341
0.0260
4.8
28.83
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
4.3
1,310
0.0210
5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r- 1.09' n= 0.045
3.5
934
0.0100
4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total

1121 - POST DEVELOPMENT - DP #1 Type 11 24 -hr 10 -Year Rainfall = 5.10"
Prepared by {enter your company name here} Page 27
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Subcatchment 8S: TO DP #6
Runoff = 157.84 cfs @ 12.20 hrs, Volume= 13.955 af, Depth> 2.11"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall= 5.10"
Area (ac) CN Descriotion
4.370
55
Onsite Woods D
1.550
70
Onsite Woods C
12.050
55
Offsite Woods B
24.250
70
Offsite Woods C
27.090
77
Offsite Woods D
1.000
61
Offsite Open B
2.520
74
Offsite Open C
5.030
80
Offsite Open D
0.870
98
9 Emerald Lots Impervious
0.610
74
Onsite Open C
79.340 70 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Open Space HSG 'B'
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0
425
0.0470
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
985
0.0390
5.0
19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7
970
0.0160
4.4
53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total
Subcatchment 11S: TO WQ #4
[49] Hint: Tc <2dt may require smaller dt
Runoff = 39.42 cfs @ 11.95 hrs, Volume= 1.869 af, Depth= 3.26"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Descriotion
1.160
98
12 Emerald Lots @ 4225 SF Impervious
1.430
98
Street Impervious
0.360
98
Sidewalk Impervious
0.750
61
Open Space HSG 'B'
3.170
74
Open Space HSG 'C'
6.870 83 Weighted Average

1121 - POST DEVELOPMENT - DP #1 Type// 24 -hr 10 -Year Rainfall = 5.10"
Prepared by {enter your company name here} Page 28
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions_LLC 6/14/2012
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: TO DP#4
Runoff = 34.31 cfs @ 12.10 hrs, Volume= 2.402 af, Depth= 2.19"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall= 5.10"
Area (ac) CN Description
3.470 55 Onsite Woods B
9.680 77 Onsite Woods D
13.150 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
( ft/sec)
(cfs)
14.5
75
0.0270
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.0
268
0.0820
4.6
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4
163
0.0740
6.9
27.42
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.3
663
0.0410
8.2
123.34
Channel Flow,
Area= 15.0 sf Perim= 11.0' r= 1.36' n= 0.045
17.2 1,169 Total
Reach 4R: DP#4,5,&6 REACH
Inflow Area = 192.000 ac, Inflow Depth > 2.18" for 10 -Year event
Inflow = 361.13 cfs @ 12.21 hrs, Volume= 34.835 of
Outflow = 297.71 cfs @ 12.49 hrs, Volume= 34.784 af, Atten= 18 %, Lag= 16.8 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.6 fps, Min. Travel Time= 8.7 min
Avg. Velocity = 3.1 fps, Avg. Travel Time= 12.8 min
Peak Depth= 3.33'@ 12.34 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.0080'/'
Depth End Area Perim. Storage Discharge
(feet) (sq -ft) (feet) (cubic -feet) (cfs)
0.00 0.0 0.0 0 0.00
0.10 0.7 7.5 1,663 0.43
3.00 40.5 21.0 96,188 185.34
6.00 291.0 176.0 691,125 1,201.80

. E
1121 - POST DEVELOPMENT - DP #1 Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 29
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Pond IPA: WQ #1
Inflow Area = 28.380 ac, Inflow Depth= 2.98" for 10 -Year event
Inflow = 150.41 cfs @ 11.96 hrs, Volume= 7.048 of
Outflow = 8.89 cfs @ 12.82 hrs, Volume= 5.291 af, Atten= 94 %, Lag= 51.7 min
Primary = 8.89 cfs @ 12.82 hrs, Volume= 5.291 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 362.25' @ 12.82 hrs Surf.Area= 43,537 sf Storage= 169,081 cf
Plug -Flow detention time= 264.0 min calculated for 5.281 of (75% of inflow)
Center -of -Mass det. time= 171.5 min ( 988.5 - 816.9 )
Volume Invert Avail.Storage Storage Description
#1 358.00' 341,052 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
358.00 30,449 0 0
358.50 36,207 16,664 16,664
360.00 40,746 57,715 74,379
362.00 43,230 83,976 158,355
364.00 45,713 88,943 247,298
366.00 48,041 93,754 341,052
Device Routing Invert Outlet Devices
#1 Primary 354.50' 18.0" x 80.0' long Culvert RCP, groove end w /headwall, Ke= 0.200
Outlet Invert= 353.70' S= 0.0100 T Cc= 0.900 n=0.013
#2 Device 1 358.00' 3.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#3 Device 1 359.60' 15.0" Vert. Orifice /Grate C= 0.600
#4 Device 1 362.30' 48.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#5 Primary 362.70' 52.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =8.89 cfs @ 12.82 hrs HW= 362.25' TW= 355.20' (Fixed TW Elev= 355.20')
=Culvert (Passes 8.89 cfs of 23.07 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0.49 cfs @ 9.9 fps)
3= Orifice /Grate (Orifice Controls 8.40 cfs @ 6.8 fps)
= Orifice /Grate ( Controls 0.00 cfs)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Pond 2PA: WQ #2
Inflow Area = 49.030 ac, Inflow Depth= 3.26" for 10 -Year event
Inflow = 281.32 cfs @ 11.95 hrs, Volume= 13.339 of
Outflow = 25.67 cfs @ 12.43 hrs, Volume= 10.314 af, Atten= 91 %, Lag= 28.8 min
Primary = 25.67 cfs @ 12.43 hrs, Volume= 10.314 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 375.11' @ 12.43 hrs Surf.Area= 79,242 sf Storage= 309,866 cf
Plug -Flow detention time= 229.1 min calculated for 10.293 of (77% of inflow)
Center -of -Mass det. time= 142.3 min ( 951.0 - 808.6 )

1121 - POST DEVELOPMENT - DP #1 Type 11 24 -hr 10 -Year Rainfall=5. 10 "
Prepared by {enter your company name here} Page 30
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Volume Invert Avail.Storage Storage Description
#1 371.00' 711,664 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
371.00 64,559 0 0
371.50 71,505 34,016 34,016
373.00 76,669 111,131 145,147
380.00 85,193 566,517 711,664
Device Routing Invert Outlet Devices
#1 Primary 367.00' 36.0" x 88.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 366.00' S=0.0114'/' Cc= 0.900 n=0.013
#2 Device 1 371.00' 4.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1 372.40' 2.00'W x 2.00' H Vert. Orifice /Grate C= 0.600
#4 Device 1 375.30' 60.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#5 Primary 376.10' 60.0' long x 15.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max =25.67 cfs @ 12.43 hrs HW= 375.11' TW= 369.00' (Fixed TW Elev= 369.00')
= Culvert (Passes 25.67 cfs of 84.15 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0.85 cfs @ 9.8 fps)
3= Orifice /Grate (Orifice Controls 24.82 cfs @ 6.2 fps)
= Orifice /Grate ( Controls 0.00 cfs)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Pond 7P: WQ#4
Inflow Area = 6.870 ac, Inflow Depth= 3.26" for 10 -Year event
Inflow = 39.42 cfs @ 11.95 hrs, Volume= 1.869 of
Outflow = 3.90 cfs @ 12.39 hrs, Volume= 1.553 af, Atten= 90 %, Lag= 26.0 min
Primary = 3.90 cfs @ 12.39 hrs, Volume= 1.553 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 384.80'@ 12.39 hrs Surf.Area= 14,022 sf Storage= 42,112 cf
Plug -Flow detention time= 190.7 min calculated for 1.553 of (83% of inflow)
Center -of -Mass det. time= 116.7 min ( 925.4 - 808.6 )
Volume Invert Avail.Storage Storage Description
#1 381.00' 94,915 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
381.00 6,905 0 0
381.50 9,037 3,986 3,986
382.00 9,852 4,722 8,708
384.00 12,828 22,680 31,388
386.00 15,816 28,644 60,032
388.00 19,067 34,883 94,915

$
1121 - POST DEVELOPMENT - DP #1 Type // 24 -hr 10 -Year Rainfall =5.10"
Prepared by {enter your company name here} Page 31
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Device
Routing
Invert
Outlet Devices
#1
Primary
376.00'
18.0" x 72.0' long Culvert RCP, square edge headwall, Ke= 0.500
Primary =
335.97 cfs @
12.22 hrs, Volume=
Outlet Invert= 375.20' S= 0.0111 T Cc= 0.900 n= 0.013
#2
Device 1
381.00'
1.5" Vert. Orifice /Grate C= 0.600
#3
Device 1
382.30'
10.0" Vert. Orifice /Grate C= 0.600
#4
Primary
385.00'
56.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =3.90 cfs @ 12.39 hrs HW= 384.80' (Free Discharge)
T Culvert (Passes 3.90 cfs of 24.05 cfs potential flow)
2 =Orifice /Grate (Orifice Controls 0.11 cfs @ 9.3 fps)
3= 0rifice /Grate (Orifice Controls 3.79 cfs @ 6.9 fps)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)
Link 3L: DP #1
Inflow Area = 759.730 ac, Inflow Depth > 2.29" for 10 -Year event
Inflow = 1,052.22 cfs @ 12.34 hrs, Volume= 144.683 of
Primary = 1,052.22 cfs @ 12.34 hrs, Volume= 144.683 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2
Inflow Area = 414.770 ac, Inflow Depth > 2.35" for 10 -Year event
Inflow = 674.01 cfs @ 12.29 hrs, Volume= 81.170 of
Primary = 674.01 cfs @ 12.29 hrs, Volume= 81.170 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
10 -Year Primary Outflow Imported from 1121 - POST DEVELOPMENT - DP #2 -Link 10L
Link 11L: DP #3
Inflow Area = 259.620 ac, Inflow Depth > 2.19" for 10 -Year event
Inflow = 333.72 cfs @ 12.48 hrs, Volume= 47.422 of
Primary = 333.72 cfs @ 12.48 hrs, Volume= 47.422 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #5
Inflow Area =
178.850 ac,
Inflow Depth > 2.18"
for 10 -Year event
Inflow =
335.97 cfs @
12.22 hrs, Volume=
32.432 of
Primary =
335.97 cfs @
12.22 hrs, Volume=
32.432 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

T
HydroCAD 100 -Year Analysis (Clogged Orifices)

1PA Q`
WQ #1
2PA
WQ #2
TO WQ #1
3S
TO WQ #2
7P
WQp4 11S
TO WQ#4
100 -Year Analysis(Clogged Orifices)
Subcat Reach on Link

1121 - POST DEVELOPMENT - DP #1 Type // 24 -hr 100 -Year Rainfall = 7.40"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 3S: TO WQ #2 Runoff Area = 49.030 ac Runoff Depth = 5.41"
Tc =5.0 min CN =83 Runoff--453.44 cfs 22.089 of
Subcatchment 4S: TO WQ #1 Runoff Area = 28.380 ac Runoff Depth = 5.06"
Tc =5.0 min CN =80 Runoff = 249.63 cfs 11.978 of
Subcatchment 11S: TO WQ #4 Runoff Area =6.870 ac Runoff Depth = 5.41"
Tc =5.0 min CN =83 Runoff--63.54 cfs 3.095 of
Pond IPA: WQ #1 Peak Elev= 363.92' Storage= 243,807 cf Inflow= 249.63 cfs 11.978 of
Outflow= 214.83 cfs 11.927 of
Pond 2PA: WQ #2 Peak Elev= 377.49' Storage= 501,513 cf Inflow = 453.44 cfs 22.089 of
Outflow= 358.15 cfs 21.941 of
Pond 7P: WQ #4 Peak Elev= 385.55' Storage= 53,037 cf Inflow =63.54 cfs 3.095 of
Outflow =60.45 cfs 3.095 of
Total Runoff Area = 84.280 ac Runoff Volume = 37.163 of Average Runoff Depth = 5.29"

r
1121 - POST DEVELOPMENT - DP #1 Type 1124 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 3
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Subcatchment 3S: TO WQ #2
[49] Hint: Tc <2dt may require smaller dt
Runoff = 453.44 cfs @ 11.95 hrs, Volume= 22.089 af, Depth= 5.41"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall= 7.40"
Area (ac) CN Description
7.930
98
Street Impervious Area
2.380
98
Sidewalk Impervious Area
3.300
98
34 Emerald Lots @ 4225 sf Impervious
4.430
98
58 Dogwood Lots @ 3325 sf Impervious
2.270
98
35 Cardinal Lots @ 2825 sf Impervious
3.970
98
66 Twin Lots @ 2625 sf Impervious
12.670
61
Open Space HSG 'B'
12.080
74
Open Space HSG 'C'
49.030 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) ( ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: TO WQ #1
[49] Hint: Tc <2dt may require smaller dt
Runoff = 249.63 cfs @ 11.95 hrs, Volume= 11.978 af, Depth= 5.06"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall= 7.40"
Area (ac) CN Description
4.230
98
Street Impervious
0.970
98
Sidewalk Impervious
2.520
98
33 Dogwood Lots @ 3325 sf Impervious
6.870
98
106 Cardinal Lots @ 2825 sf Impervious
12.790
61
Open Space HSG 'B'
1.000
74
Open Space HSG 'C'
28.380 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1121 - POST DEVELOPMENT - DP #1 Type l/ 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 4
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Subcatchment 11S: TO WQ #4
[49] Hint: Tc <2dt may require smaller dt
Runoff = 63.54 cfs @ 11.95 hrs, Volume= 3.095 af, Depth= 5.41"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall= 7.40"
Area (ac) CN Description
1.160
98
12 Emerald Lots @ 4225 SF Impervious
1.430
98
Street Impervious
0.360
98
Sidewalk Impervious
0.750
61
Open Space HSG 'B'
3.170
74
Open Space HSG 'C'
6.870 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Pond IPA: WQ #1
Inflow Area = 28.380 ac, Inflow Depth= 5.06" for 100 -Year event
Inflow = 249.63 cfs @ 11.95 hrs, Volume= 11.978 of
Outflow = 214.83 cfs @ 12.00 hrs, Volume= 11.927 af, Atten= 14 %, Lag= 2.7 min
Primary = 214.83 cfs @ 12.00 hrs, Volume= 11.927 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Starting E1e�62.30' Surf.Area= 43,602 sf Storage= 171,380 cf
Peak Elev 363.92' 12.00 hrs Surf.Area= 45,618 sf Storage= 243,807 cf (72,427 cf above start)
Plug -Flow detention time= 184.2 min calculated for 7.977 of (67% of inflow)
Center -of -Mass det. time= 18.5 min ( 820.3 - 801.8 )
Volume
Invert Avail.Storage
Storage
Description
#1
358.00' 341,052 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
358.00
30,449
0
0
358.50
36,207
16,664
16,664
360.00
40,746
57,715
74,379
362.00
43,230
83,976
158,355
364.00
45,713
88,943
247,298
366.00
48,041
93,754
341,052

1121 - POST DEVELOPMENT - DP #1 Type 11 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 5
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 6/14/2012
Device
Routing
Invert
Outlet Devices
#1
Primary
354.50'
18.0" x 80.0' long Culvert RCP, groove end w /headwall, Ke= 0.200
453.44 cfs @
11.95 hrs, Volume=
22.089 of
Outlet Invert= 353.70' S=0.0100'/' Cc= 0.900 n=0.013
#2
Device 1
358.00'
3.0" Horiz. Orifice /Grate X 0.00 Limited to weir flow C= 0.600
#3
Device 1
359.60'
15.0" Vert. Orifice /Grate X 0.00 C= 0.600
#4
Device 1
362.30'
48.0" Horiz. Orifice /Grate Limited to weir flow C=0.600
#5
Primary
362.70'
52.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Outlet Invert= 366.00' S=0.0114'/' Cc= 0.900 n=0.013
#2 Device 1
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
4.0" Horiz. Orifice/Gratexpil Limited to weir flow C= 0.600
#3 Device 1
372.40'
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max = 213.76 cfs @ 12.00 hrs HW= 363.92' TW= 355.20' (Fixed TW Elev= 355.20')
= Culvert (Barrel Controls 25.66 cfs 14.5 fps)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate Controls 0.00 cfs
= Orifice /Grate (Passes 25.66 cfs of 76.99 cfs potential flow)
= Broad - Crested Rectangular Weir (Weir Controls 188.10 cfs @ 3.0 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Starting Elev= 375.30' Surf.Area= 79,470 sf Storage= 324,706 cf
Peak Elev= 377.49' 12.01 hrs Surf.Area= 82,134 sf Storage= 501,513 cf (176,807 cf above start)
Plug -Flow a en ion time= 194.8 min calculated for 14.487 of (66% of inflow)
Center -of -Mass det. time= 24.4 min ( 818.7 - 794.3 )
Volume Invert
Avail.Storage Storage Description
Pond 2PA: WQ #2
Inflow Area =
49.030 ac,
Inflow Depth = 5.41"
for 100 -Year event
Inflow =
453.44 cfs @
11.95 hrs, Volume=
22.089 of
Outflow =
358.15 cfs @
12.01 hrs, Volume=
21.941 af, Atten= 21 %, Lag= 3.3 min
Primary =
358.15 cfs @
12.01 hrs, Volume=
21.941 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Starting Elev= 375.30' Surf.Area= 79,470 sf Storage= 324,706 cf
Peak Elev= 377.49' 12.01 hrs Surf.Area= 82,134 sf Storage= 501,513 cf (176,807 cf above start)
Plug -Flow a en ion time= 194.8 min calculated for 14.487 of (66% of inflow)
Center -of -Mass det. time= 24.4 min ( 818.7 - 794.3 )
Volume Invert
Avail.Storage Storage Description
#1 371.00'
711,664 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
371.00
64,559
0 0
371.50
71,505
34,016 34,016
373.00
76,669
111,131 145,147
380.00
85,193
566,517 711,664
Device Routing
Invert
Outlet Devices
#1 Primary
367.00'
36.0" x 88.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 366.00' S=0.0114'/' Cc= 0.900 n=0.013
#2 Device 1
371.00'
4.0" Horiz. Orifice/Gratexpil Limited to weir flow C= 0.600
#3 Device 1
372.40'
2.00'W x 2.00'H Vert. Orifice /Grat X 0.00 C= 0.600
#4 Device 1
375.30'
60.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#5 Primary
376.10'
60.0' long x 15.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

1121 - POST DEVELOPMENT - DP #1 Type 11 24 -hr 100 -Year Rainfall = 7.40"
Prepared by {enter your company name here} Page 6
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 6/14/2012
Primary OutFlow Max = 352.81 cfs @ 12.01 hrs HW= 377.47' TW= 369.00' (Fixed TW Elev= 369.00')
= Culvert Inlet Controls 99.05 cfs @ 14.0 fps)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate ( Controls 0.00 cfs)
= Orifice Grate Passes 99. 5 c s of 139.24 cfs potential flow)
= Broad - Crested Rectangular Weir (Weir Controls 253.77 cfs @ 3.1 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Starting Elev= 385.00' Surf.Area= 14,322 sf Storage= 44,963 cf
Peak Elev= 385.55' 11.98 hrs Surf.Area= 15,141 sf Storage= 53,037 cf (8,075 cf above start)
Plug -Flow detention time= 170.2 min calculated for 2.059 of (67% of inflow)
Center -of -Mass det. time= 4.8 min ( 799.2 - 794.3 )
Volume Invert
Avail.Storage Storage Description
#1 381.00'
Pond 7P: WQ#4
Inflow Area =
6.870 ac,
Inflow Depth
= 5.41"
for 100 -Year event
Inflow =
63.54 cfs @
11.95 hrs,
Volume=
3.095 of
Outflow =
60.45 cfs @
11.98 hrs,
Volume=
3.095 af, Atten= 5 %, Lag= 1.5 min
Primary =
60.45 cfs @
11.98 hrs,
Volume=
3.095 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Starting Elev= 385.00' Surf.Area= 14,322 sf Storage= 44,963 cf
Peak Elev= 385.55' 11.98 hrs Surf.Area= 15,141 sf Storage= 53,037 cf (8,075 cf above start)
Plug -Flow detention time= 170.2 min calculated for 2.059 of (67% of inflow)
Center -of -Mass det. time= 4.8 min ( 799.2 - 794.3 )
Volume Invert
Avail.Storage Storage Description
#1 381.00'
94,915 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
381.00
6,905
0 0
381.50
9,037
3,986 3,986
382.00
9,852
4,722 8,708
384.00
12,828
22,680 31,388
386.00
15,816
28,644 60,032
388.00
19,067
34,883 94,915
Device Routing
Invert
Outlet Devices
#1 Primary
376.00'
18.0" x 72.0' long Culvert
0.00
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 375.20' S= 0.0111 T Cc= 0.900 n= 0.013
#2 Device 1
381.00'
1.5" Vert. Orifice /Grate C= 0.600
#3 Device 1
382.30'
10.0" Vert. Orifice /Grate C= 0.600
#4 Primary
385.00'
56.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =58.08 cfs @ 11.98 hrs HW= 385.53' (Free Discharge)
__ Culvert ( Controls 0.00 cfs
2= Orifice /Grate (Passes < 0.12 cfs potential flow)
3= Orifice /Grate (Passes < 4.41 cfs potential flow)
= Broad- Crested Rectangular Weir (Weir Controls 58.08 cfs @ 1.9 fps)

Drainage Map

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Red triangles at the upper right hand corner indicate design comments
Please complete the yellow shaded items.
If warFq
Or
NCDENR
O 'C
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
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919- 490 -4990
Date
August 9, 2012
Drainage area number
WO 1
II. DESIGN INFORMATION
The purpose of the LS -VFS
SW Rule: !0 -year drawdown from Wet Pond
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
ft, Do not complete this section of the form.
Impervious surface area
ftz Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form
Peak flow from the 1 in/hr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form
Rainfall intensity, 10 -yr storm
in /hr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the form
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP Wet detention pond
Peak discharge from the BMP during the design storm 8.89 cis
Peak discharge from the BMP during the 10 -year storm 8.89 cis
Maximum capacity of a 100 -foot long LS -VFS 10 cis
Peak flow directed to the LS -VFS 6.93 cfs
Is a flow bypass system going to be used? y (Y or N)
Explanation of any "Other" responses above
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
sq ft
in
in
10 ft/cfs
Form SW401 - LS -VFS - 27Ju12011 - Rev 9 page 1 of 3

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
69 ft
70 ft
30 ft
353.70 fmsl
352.00 fmsl
567 %
n (Y or N) OK
n (Y or N)
y (Y or N)
y (Y or N) Please provide plan details of flow splitter & supporting calcs
n/a ft
n/a ft
n/a ft
n/a ft
n/a It
n/a ft/sec
Pick one.
n (Y or N)
n/a (Y or N)
Bypass directed to plunge pool adjacent to 100 -year floodplain
�1-
,
L B
111. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met,
attach justification.
Requried Item:
1 Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement
Initials Page or plan sheet number and any notes:
MLJ Sheets C -401 overall, C450, C -451 Much
of the information requested is in the submitted "Stormwater Impact
Analysis ", the "BMP Design ", or the CD's
Form SW401 - LS -VFS - 27Ju12011 - Rev 9 page 2 of 3

2 Plan details (1" = 30' or larger) for the level spreader showing. MLJ
- 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- MLJ
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downsiope 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 MLJ Sheets C -058, C -503, C -505
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 N/A
that no draws are present
7 The supporting calculations MLJ
8 A copy of the signed and notarized operation and maintenance (0 &M) agreement MLJ Copy provided. Durham will not execute at initial permithng.See City of
Durham STORMWATER FACILITY AGREEMENT
http / /durhamnc.gov /ich /op /pwd/ storm /Documents /res_stormwater_agre
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 3 of 3

w.

Red triangles at the upper right hand corner indicate design comments
Please complete the yellow shaded items.
�F 1NATFq
r
NC®ENR Y
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
Do not complete this section of the form.
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919- 490 -4990
Date
August 9, 2012
Drainage area number
WO -2
II. DESIGN INFORMATION
Do not complete this section of the form.
The purpose of the LS -VFS
SW Rule: !0 -year drawdown from Wet Pond
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 1/6)
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?
Explanaton 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?
Explanaton of any "Other" responses above
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
fe
Do not complete this section of the form.
fe
Do not complete this section of the form
%
Do not complete this section of the form.
10
Do not complete this section of the form
cfs
Do not complete this section of the form.
min
Do not complete this section of the form.
1n /hr
Do not complete this section of the form.
cfs
Do not complete this section of the form.
cfs Do not complete this section of the form
(Y or N) Do not complete this section of the form.
Wet detenfion pond
25.67
cfs
2567
cfs
10
cfs
10
cfs
y
(Y or N)
10
sq ft
in
in
ft/cfs
Form SW401 - LS -VFS - 27Ju12011 - Rev 9 page 1 of 3

. -J
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
B
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
100
ft
100
ft
30
ft
365.70
fmsl
364.00
fmsl
567
%
n
(Y or N) OK
n
(Y or N)
y (Y or N)
y (Y or N) Please provide plan details of Row splitter & supporting calcs
n/a
ft
n/a
ft
n/a
ft
n/a
ft
n/a
ft
n/a
ft/sec
Pick one-
n (Y or N)
nla (Y or N)
Bypass directed to plunge pool adjacent to 100 -year floodplain
NN,
III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to Indicate the
following design requirements have been met If the applicant has designated an agent, the agent may initial below. If a requirement has not been met,
attach justification.
Requried Item:
1 Plans (1" - 50' or larger) of the entire site showing.
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (Include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement
Form SW401 - LS -VFS - 27Ju12011 - Rev 9
Initials Page or plan sheet number and any notes:
MLJ C401 overall, C452, C-453 Much
of the information requested is in the submitted "Stormwater Impact
Analysis ", the "BMP Design ", or the CD's
page 2 of 3

• 1
2. Plan details (1" = 30' or larger) for the level spreader showing- MLJ
- 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. MLJ
- 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). MLJ
5 A construction sequence that shows how the level spreader will be protected from MLJ Sheets C458, C -501, C -503, C -505
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 MLJ
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement. MLJ Copy provided. Durham will not execute at initial permitting.See City of
Durham STORMWATER FACILITY AGREEMENT
Form SW401 - LS -VFS - 27Jul2011 - Rev 9 page 3 of 3

F � � �

Red triangles at the upper right hand corner indicate design comments
Please complete the yellow shaded items.
©©
�F WATFH
y [
NCDENR
Y
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
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919 - 490 -4990
Date
August 9, 2012
Drainage area number
WQ-4
II. DESIGN INFORMATION
The purpose of the LS -VFS
SW Rule: !0 -year drawdown from Wet Pond
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
fe Do not complete this section of the form
Impervious surface area
ft, Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form
Peak flow from the 1 in/hr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
in /hr Do not complete this section of the form
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form
Design storm
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
3.9 cfs
Peak discharge from the BMP during the 10 -year storm
3.9 cfs
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flow directed to the LS -VFS
3,9 cfs
Is a flow bypass system going to be used?
n (Y or N)
Explanation of any "Other" responses above
LS -VFS Design
Forebay surface area sq ft
Depth of forebay at stormwater entry point in
Depth of forebay at stormwater exit point in
Feet of level lip needed per cfs 10 ft/cfs
Form SW401 - LS -VFS - 27Ju12011 - Rev 9
page 1 of 3

f.. -1 it

4.
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
39
ft
45
ft
30
ft
375.70
fmsl
374.00
fmsl
5.67
%
n
(Y or N)
n
'(Y or N)
n (Y or N)
n (Y or N)
n/a
ft
n/a
ft
n/a
ft
n/a
ft
n/a
ft
n/a
ft/sec
Pick one.
n (Y or N)
n/a (Y or N)
OK
♦ B i
III. REQUIRED ITEMS CHECKLIST'
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met,
attach justification.
Requried Item:
1 Plans (1" - 50' or larger) of the entire site showing
- Design at ultimate build -out,
Off -site drainage (1f 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.
Form SW401 - LS -VFS - 27Ju12011 - Rev 9
Initials Page or plan sheet number and any notes:
MLJ Sheets C-401 overall, C 454, C -455, C456
Much of the information requested is in the submitted "Stormwater
Impact Analysis ", the "BMP Design ", or the CD's
page 2 of 3

✓ "
2 Plan details (1" = 30' or larger) for the level spreader showing MLJ
- 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: MLJ
- Underdraln system (1f applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4 Plan details of the flow splitting device and supporting calculations (if applicable). N/A
5 A construction sequence that shows how the level spreader will be protected from MLJ
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 N/A
that no draws are present
7 The supporting calculations. MLJ
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement
Form SW401 - LS -VFS - 27Ju12011 - Rev 9
C458, C -501, C503, C -505
MLJ Copy provided. Durham will not execute at initial permitting See City of
Durham STORMWATER FACILITY AGREEMENT
http lldurhamnc govfich /op /pwd/ storm /Documentslres_stormwater_agre
page 3 of 3

.`r `

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PLANTING PROHIBITION ZONE: THIS AREA SHALL BE KEPT FREE s6*66621144840,
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SCME AS NOTED
CITY OF DURHAM
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w "MIN APPROVED •
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VOLUME 23,516 �, 100",
16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
ox
P 919.490.4990 F 919.490.8953
.roo
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000oo 00
P.O. BOX 970
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HARRISON, TENNESSEE 37341
P 423.266.4990
AND INLEr
PIPE ACCESS
www.horvathassociates.com
41
A 11
- f
NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
PLANTING PROHIBITION ZONE: THIS AREA SHALL BE KEPT FREE s6*66621144840,
CAROT"%
OF ALL LANDSCAPING AND VEGETATION EXCEPT GRASS
• q N-
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• NV OUT &53.60
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ADD V
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o
WR SW JUST DOWNSWAM OF LEM SPRE4k= UP
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now&
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LINEM WEERIAMND OUAWWV410�---
INAVOI BY.- CNECM Or.
mu RH/TS
Dm
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SCME AS NOTED
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
w "MIN APPROVED •
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WATER QUALITY POND# I PROFILE VIEW
SCALE: NJ.S.

TOP OF SIPHON ASSEMBLY = 360.00
4'0 PVC
4 "X4 "X4" PVC TEE
4'0 PVC
PVC SLIP CAP WITH 300
ORIFICE CEMENTED ONTO
END OF 4'0 PVC SECTION
A A
4'0 PVC CLEANOUT
WITH REMOVABLE CAP
c V.v
'4 .
GROUT 4 "0 PVC INTO
WALL OF RISER
4'0 PVC INVERT IN = 358.00
A
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• a
4'0 PVC SLIP CAP WIT..
3.0"O ORIFICE
SCALE: N.T.S.
7-119-Y-4
, «.
40 PVC SIPHON ASSEMBLY
INV IN «358.00
PIN: 0769 -0341 -3938 PIN: 0769-03,41 -6932 PIN: 0769-03-414887 PIN: 0769 -0442 PIN: 0769.03 PIN: 0769 -0333 -2232 PIN: 0769-03-24-8486 PIN: 0769 -0335 -7254 PIN: 0769-01-35-3524 PIN:0lll):1 26-0 PIN: 076) :1933 -9898
Parcel ID.* 194413 Parcel ID.- 194412 Parcel 113: 194411 Parcel ID: 19 Parcel ID: 19 Parcel ID: 193264 Parcel ID: 1932,65 Parcel ID: 210697 Parcel ID: 193271
Parcel iD:193270 Parcel ID: 193320
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INV IN « r THICK CONCRETE FILL [AYR.
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EMDED BASE INVERT = 35325
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BEGIN CONCRETE CRADLE AT 7' E
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8.58' 3' COVER (MIN.l TO
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CROSS-SECTION DETAIL
i 12 PIPE SECTION DETAIL _ I
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JULY 05, 2012 ITS
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2ND REVIEW - 06.2942 MJ
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DATE
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■ ®i.'Lj ° : NG 1 NE etz •. �c� eee.
. -qTT °.....• •
RISER CREST III III III III III III III ® ®• °®i' ®`yE1N L.�O'O�e
y, 1(1�YEAR WSE =375.11 — ATK'Id x375.30 1 r-
ones
--- a®aaaeme
II Ili III 111 III III III III III I
v 2-YEAR WSE = 373.53 3
7 :s
BYPASS WEIR ■
21 YEARwsE =373.12 I 5.w I III ---- -I I I I I I III °_ III III III III III III III 1 k36' AT�N=3b4.0 JUN�15.2012 TS
0 1'R VOLMEMW =372 o — SIPHON Y ® 1
-- I CITY Cx�WNEIdiS IM
INV = 371.00 f III RCP BYPASS PIPE 1ST RIVY�lV -05 -?5-12 M 1
NI III III III III fll 111111 I!I III III III III
NIOi�'MIAL POOL = 371.00 ��' ® JULY OS °2012 UT =366.00 7S
Cmr� M fs
NV OUT =365.90 LEVEL LIP ■ 2N ®REiREMi-06 -29.12 M,1
INVERT- 3"M ■
7 LF 810 DIP INVERT OUT = 36700 r HEADWALL I I
1 •SEDIMENT rb .N� ; 88 LF 36V 04ONG RCP ®1.1496 i i� � � ` INVERT= 365.60 �/y FlpLT�Hpt SiRiP JUST DOWNSTREAM W EAM OF U�. S LIP ■
w •" •.. 4� «. .1• :7,I °si'..q':'`F'�`' } y.'.`. IN� 365.60 8 A = 30
"3 `T•:.;:¢. <" ".L'. $ z s< t: r * 9: w +; 'sx �'1,";` r " i 7 v ,ye. �' `,i i. •s�'i.:v7 na ".%' ...•.: •'L" <: t w . v %'i .s.
STORAGE DEEPPOUT.BOTTOM 36600 ; ,.. s, _ d �,a�,,rr,. -:.• +�
:v rf.»..a `,y, r. b .�. : +5...i"f;. }'.' .a✓•f r. ir• y....• .. z;, i `.• :de:s " +. =Z <•i i'.. <e a <.w. +. •:J
Y ✓.pp':f•G>..i'' i '3i +v. °.•f... , g. >. < .°9f .+r::•..••, er::•: .. >. /'� 6 ®6T 1�'Op� �!p
$�.. •<..• 'R. � +•Fi' eY 4. "� .� °. �i v' {�� .i7' Ff 3;. .A� .•N I.: .. ,,�s: ^r: ,".'k v�RMr
6f.••3' : Y • a ' . d�•.. .!4 ° ••::,:r , s ,}. . a• ` Ka, z. ^ «•re FIL �.
4 K•At ' @••x• r•m. dY< `S ': �. }r r• r.. ®�i/� TI.1@�7'
n$ 7u
10' WIDE ys:
�1 gg .t•• ^K
si ea:..i
ht~ aH '''F'
Y L• r•
a s . �.'•'z ` -vim'." �,
.•8 . e
t:i
d� .� .:..�: • _ �' � • ELEVATION
,�' 364.00
.y.
:,y;t. t' LINEAR WETLAND
KSp.3 .�..,r. �y�:.�. 4
P� ks:` "r t�•:Ya *¢.`Xrt•. .wnx . '>•!�«Te `; Q >.&s>fs �; >„ s•r � •�
I III III III III III III I I III III • r.�.. .� I fll III I I
Y I I III I III III I I I III I -��—I I II I I I I I I I I �I I I I
I ! I I 1 I I I -'III III III III ,.III III III III -
I I I III III —III ._-III III I f III f I I III III I S EI I I I 1-- --� I I III I I III III III III I T I III III III III III I �I I I III III
DRAWN BY CHECKED BY.*
R "'
III III III III III III III III I III�III II� I Ifl III fll III fl �� ��Ilf !N III fll�ffl III 1i1 III III IN ■ 'u "`�DAZE �
III III III III I I III II
lI�III III III III Iii III III III III III Ill III III ffl III III III !II III III III fII III III III III III [II !fImo!fI III I11 III NI APRIL25,2D12
III III III Ill III III IN III III III III !II III I {I II III III III IN NI III III fII —Il1 --III III III-- -1II�1II III- -- ■
SCAM
AS NOTED
II III --=fII III IIIflI I[I III III III f1! III :IlI III III III III III II1 111_111 III NI
CITY OF DURHAM PROJECrNO•
l III III III III III I I I�I I I III { III I I III III III III III III III III I I PUBLIC WORKS DEPARTMENT 1121
APPROVED ■ SHEET
T R ALITV N D #2 I I 2
■ C45
C452 SCALE: NT.S.
TRMISPMATM DATE ■ Q
DATE ■
DATE CONSTRUCTION DRAWINGS
r.rnnrn�rr �nqn �� �r��on* eye TtlS tl�rr -m Aor Yu� getn5 AE' 611►9!/�T4! 4ILn!!A� g! 41d°t a�Bl9111!('rilflt� Y�IaHf11IT RrRlfiR YR �IdKFRIT 1� Rli'(1WIilTFR
■ PHASE i
■
■
■
■
■
■
■
m + ®`meumuaaaats
12' WIDE BERM ®e ®e ®e �� �oF e S S /
HAND WHEEL' TOP OF BERM = 388.E
(SEMED = 379.0
■
S7 I00 -YEAR WSE = 377.49 7 VADE X 7 TALL ORIRCE N= (�(
-f-� I_ q =
x7 YEAR WSE 375.E �V 3 ' WQ#2 FLOW SPUTTER MANHOLE °.e •m. °" I w' 1 ° e'er
■ ®i.'Lj ° : NG 1 NE etz •. �c� eee.
. -qTT °.....• •
RISER CREST III III III III III III III ® ®• °®i' ®`yE1N L.�O'O�e
y, 1(1�YEAR WSE =375.11 — ATK'Id x375.30 1 r-
ones
--- a®aaaeme
II Ili III 111 III III III III III I
v 2-YEAR WSE = 373.53 3
7 :s
BYPASS WEIR ■
21 YEARwsE =373.12 I 5.w I III ---- -I I I I I I III °_ III III III III III III III 1 k36' AT�N=3b4.0 JUN�15.2012 TS
0 1'R VOLMEMW =372 o — SIPHON Y ® 1
-- I CITY Cx�WNEIdiS IM
INV = 371.00 f III RCP BYPASS PIPE 1ST RIVY�lV -05 -?5-12 M 1
NI III III III III fll 111111 I!I III III III III
NIOi�'MIAL POOL = 371.00 ��' ® JULY OS °2012 UT =366.00 7S
Cmr� M fs
NV OUT =365.90 LEVEL LIP ■ 2N ®REiREMi-06 -29.12 M,1
INVERT- 3"M ■
7 LF 810 DIP INVERT OUT = 36700 r HEADWALL I I
1 •SEDIMENT rb .N� ; 88 LF 36V 04ONG RCP ®1.1496 i i� � � ` INVERT= 365.60 �/y FlpLT�Hpt SiRiP JUST DOWNSTREAM W EAM OF U�. S LIP ■
w •" •.. 4� «. .1• :7,I °si'..q':'`F'�`' } y.'.`. IN� 365.60 8 A = 30
"3 `T•:.;:¢. <" ".L'. $ z s< t: r * 9: w +; 'sx �'1,";` r " i 7 v ,ye. �' `,i i. •s�'i.:v7 na ".%' ...•.: •'L" <: t w . v %'i .s.
STORAGE DEEPPOUT.BOTTOM 36600 ; ,.. s, _ d �,a�,,rr,. -:.• +�
:v rf.»..a `,y, r. b .�. : +5...i"f;. }'.' .a✓•f r. ir• y....• .. z;, i `.• :de:s " +. =Z <•i i'.. <e a <.w. +. •:J
Y ✓.pp':f•G>..i'' i '3i +v. °.•f... , g. >. < .°9f .+r::•..••, er::•: .. >. /'� 6 ®6T 1�'Op� �!p
$�.. •<..• 'R. � +•Fi' eY 4. "� .� °. �i v' {�� .i7' Ff 3;. .A� .•N I.: .. ,,�s: ^r: ,".'k v�RMr
6f.••3' : Y • a ' . d�•.. .!4 ° ••::,:r , s ,}. . a• ` Ka, z. ^ «•re FIL �.
4 K•At ' @••x• r•m. dY< `S ': �. }r r• r.. ®�i/� TI.1@�7'
n$ 7u
10' WIDE ys:
�1 gg .t•• ^K
si ea:..i
ht~ aH '''F'
Y L• r•
a s . �.'•'z ` -vim'." �,
.•8 . e
t:i
d� .� .:..�: • _ �' � • ELEVATION
,�' 364.00
.y.
:,y;t. t' LINEAR WETLAND
KSp.3 .�..,r. �y�:.�. 4
P� ks:` "r t�•:Ya *¢.`Xrt•. .wnx . '>•!�«Te `; Q >.&s>fs �; >„ s•r � •�
I III III III III III III I I III III • r.�.. .� I fll III I I
Y I I III I III III I I I III I -��—I I II I I I I I I I I �I I I I
I ! I I 1 I I I -'III III III III ,.III III III III -
I I I III III —III ._-III III I f III f I I III III I S EI I I I 1-- --� I I III I I III III III III I T I III III III III III I �I I I III III
DRAWN BY CHECKED BY.*
R "'
III III III III III III III III I III�III II� I Ifl III fll III fl �� ��Ilf !N III fll�ffl III 1i1 III III IN ■ 'u "`�DAZE �
III III III III I I III II
lI�III III III III Iii III III III III III Ill III III ffl III III III !II III III III fII III III III III III [II !fImo!fI III I11 III NI APRIL25,2D12
III III III Ill III III IN III III III III !II III I {I II III III III IN NI III III fII —Il1 --III III III-- -1II�1II III- -- ■
SCAM
AS NOTED
II III --=fII III IIIflI I[I III III III f1! III :IlI III III III III III II1 111_111 III NI
CITY OF DURHAM PROJECrNO•
l III III III III III I I I�I I I III { III I I III III III III III III III III I I PUBLIC WORKS DEPARTMENT 1121
APPROVED ■ SHEET
T R ALITV N D #2 I I 2
■ C45
C452 SCALE: NT.S.
TRMISPMATM DATE ■ Q
DATE ■
DATE CONSTRUCTION DRAWINGS
r.rnnrn�rr �nqn �� �r��on* eye TtlS tl�rr -m Aor Yu� getn5 AE' 611►9!/�T4! 4ILn!!A� g! 41d°t a�Bl9111!('rilflt� Y�IaHf11IT RrRlfiR YR �IdKFRIT 1� Rli'(1WIilTFR
■ PHASE i

4" 0 PVC CLEANOUT
WITH REMOVABLE CAP
TOP OF SIPHON ASSEMBLY = 371.20
4'0 PVC
4!%4'X4!' PVC TEE
4 "0 PVC
BOTTOM OF SIPHON ASSEMBLY = 367.00 I
A A
SCALE: N.T.S.
36`0 O-RING RCP
INV OUT =366.00
� Tr
2 I STRUCTURE.
C453 SCALE: NTS
SEMBLY
GROUT 4 "0 PVC INTO
WALL OF RISER
4" 0 PVC INVERT IN = 368.00
m
4 "0 PVC
z4
pi
f NNe,
PIN: 0769403,41 -6932
PIN: 0769-03-414887
PIN: 0769 -0442 -5588
PIN:0769- 0344^6000
PIN:0769 -0333 -2232
PIN:0769403- 2448486
PIN:0769- 03.35 -7254
PIN:0769 -01- 354�35?.44
PIN :0769 -0126 -9080
PIN:0769 -01-06 -91
PIN: 0769-03-41-038
Parcel ID :194413
Parcel ID: 194412
Parcel ID: 194411
Parcel ID*. 194383
Parcel ID: 194384
Parcel ID: 193264
Parcel ID: 193265
Parcel 1D: 210697
Parcel ID.* 193271
Parcel ID., 193270
Parcel ID: 193320
PVC SIPHON AMEMBLY
•Ja�wXw:iDi
�yJrrr•.l��
INV IN = 371.00
` 1
r <;
4 "0 PVC
z4
pi
f NNe,
-- z.•i 1! i*1 V . .,
5M THICK THICK CONCRETE IAILL LAYER
G
a rr st •T
• - � rater _..
STRAPS 0 EACH JOINT' OF RISER SECTION
NOTE: PROVIDE STEPS IN RISER PER
«r • 9W1. DETAIL)
BOLT
m.
; M
STEEL 1
ANCHOR STRAP
RISERJOINT
PROVIDE GASKET FOR
EACH RISER JOINT'
BOLT
NOTE: EACH STRAP TO BE SECURED TO
MANHOLE �
�
GALVANOW �- CONCRETE ANCHOR
.....OA
......
2' WIDE X 2.V TALL ORIFICE
,. • , :.
`
INV 3
PVC SIPHON AMEMBLY
•Ja�wXw:iDi
�yJrrr•.l��
INV IN = 371.00
` 1
r <;
EXTEND 4*0 PVC
THROUGH
,
�
3600 NO RCP
c
•
s, ^Il�lti
r,r�rir r,r
EokDWALL (SEE
y1t1e
Ar�lMX1
J.R •°
•K.
.S • .
FACE OF
DIAPH OF
HEADWALL
w1►��4i,
ftrasw
„fit•. <.t;
�
f•
t .# �•t.'
-- z.•i 1! i*1 V . .,
5M THICK THICK CONCRETE IAILL LAYER
G
a rr st •T
• - � rater _..
STRAPS 0 EACH JOINT' OF RISER SECTION
NOTE: PROVIDE STEPS IN RISER PER
«r • 9W1. DETAIL)
BOLT
m.
; M
STEEL 1
ANCHOR STRAP
RISERJOINT
PROVIDE GASKET FOR
EACH RISER JOINT'
BOLT
NOTE: EACH STRAP TO BE SECURED TO
MANHOLE �
�
GALVANOW �- CONCRETE ANCHOR
.....OA
3 SEEPAGE DIAPHRAGM
C453 SCALE: N.T.S.
,
OWN
n—:7
......
0
,. • , :.
• u
•Ja�wXw:iDi
�yJrrr•.l��
dye +� »fir
EXTEND 4*0 PVC
THROUGH
,
r HEADWALL
•
s, ^Il�lti
r,r�rir r,r
EokDWALL (SEE
Ar�lMX1
,
FACE OF
DIAPH OF
HEADWALL
3 SEEPAGE DIAPHRAGM
C453 SCALE: N.T.S.
,
OWN
n—:7
11-C BASE CIF PIPE
TO BOTTOM OF STONE
• iT'A .
CONCRETE CRADLE
(SEE CONCRETE
CRADLE PROFILE) �• 6"
a• V.^161t70 RCP (CLASS
IV- MODIFIED #6 REBAR (GRADE 60)
TONGUE &
GROOVE 4, . #3 REBAR IES(U -BARS) SPACE
m AT 10 FT. ON CENTER
�.
1 .4
e 4
. -4 2? CENTER TO CENTER (1YP.)
(MIN.) (MIN.)
6" FROM BOTTOM OF CRADLE
TO OF #6 REBAR
8.w —- r COVER (MIN.) TO
OUTSIDE OF #3 TIE BAR
CROSS-SECTION DETAIL
i 10,14 r • •
- r i
,i a
4 CONCRETE CRADLE DETAIL
C453 SCALE: N.T.S.
MM��i
v- s • _`
a w •,
m 51, • z • • • I , 1 0 _
•
-0� ELEvA-noN =
1 1
1
a
•
•
s
5 FLOW SPUTTER DETAIL
C453 SCALE: N.T.S.
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT •
APPROVED
smw w/am DATE
UVASPWAM DAIS
are ■
• u
•ttly
,
w1►��4i,
ftrasw
11-C BASE CIF PIPE
TO BOTTOM OF STONE
• iT'A .
CONCRETE CRADLE
(SEE CONCRETE
CRADLE PROFILE) �• 6"
a• V.^161t70 RCP (CLASS
IV- MODIFIED #6 REBAR (GRADE 60)
TONGUE &
GROOVE 4, . #3 REBAR IES(U -BARS) SPACE
m AT 10 FT. ON CENTER
�.
1 .4
e 4
. -4 2? CENTER TO CENTER (1YP.)
(MIN.) (MIN.)
6" FROM BOTTOM OF CRADLE
TO OF #6 REBAR
8.w —- r COVER (MIN.) TO
OUTSIDE OF #3 TIE BAR
CROSS-SECTION DETAIL
i 10,14 r • •
- r i
,i a
4 CONCRETE CRADLE DETAIL
C453 SCALE: N.T.S.
MM��i
v- s • _`
a w •,
m 51, • z • • • I , 1 0 _
•
-0� ELEvA-noN =
1 1
1
a
•
•
s
5 FLOW SPUTTER DETAIL
C453 SCALE: N.T.S.
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT •
APPROVED
smw w/am DATE
UVASPWAM DAIS
are ■

SCALE: 1 " =20'
� 1
7 ( K
Ii • "
,f
PIN: 0769-03.41.8938 PIN: 0769-03-41-6932 PIN: 0769 -03. 14887 PIN: 0769-04 -42 -5588 PIN: 0769 -0344-M PIN: 0769 -03-33 -2232 PIN: 0769-03- 248486 PIN: 0769 -03.35 -7254 PIN: 0769-01-&54M PIN:0769 -0126 -9080 PIN: 0769 -01-06 -9898
Parcel ID: 194413 Parcel ID .* 194412 Parcel 113: 194411 Parcel ID.- 194383 Parcel ID: 194384 Parcel ID: 193264 Parcel ID: 193265 Parcel ID: 210697 Parcel ID: 193271 Parcel ID:19WO Parcel 113: 193320
'm Wlen M-1 a �z
o
)
film
,.
.rrrr�rr,�r ►-
t,
rj r;
��� :i�lex/,:'" ► �,.
•' I P
i ° V6.00 B ®� 37 sW J
VOLU 16,720 CF
0 10 20 40
SCALE: 1" = 20'
9
SO
i
\1
1./
•
ELEVATION = 443.W NAVD88
k
s
WQ# #3 RIPARIAN BUFFER PLANT LIST
BOTANICAL NAME COMMON NAME QUANTITY i SPACING
GRASS PLANTS
Chasmanthium latifulium IRiver Oats I 85 ? 2' O.C.
Pani_cu_m anceps_� Beaked Panicgrass l 85 2' O.C.
Juncus�effusus.µ�Vm _~ Soff Rush._._._.__..._____..,.___. � 85 .__..._.2'�O.C.N�
FLOWERING PLANTS ' E
s
Eupotodadelphus fistulosus IJoe Pye Weed 40 1 3' O.C.
Helianthus angustifolus ISwamp Sunflower 40 3' O.C.
Lobelia elongata longleaf Lob_eliaM 40 �€ 3' O. -C�v
SHRUBS 1
Callic_arpa amencana !Beauty Berry 4'0.C.
Itea virginica lVirginia Sweetspire 25 4' O.C.
Alnus serrulato Tag Alder 25 f 4 O.C.
v
t a
j
I
NOTE:
I
SHWT DATA HAS NOT BEEN PROVIDED ON WQ #4
FOOTPRINT DURING CONSTRUCTION DRAWING
REVIEW. BEFORE WQ #4 CAN BE CERTIFIED UNDER THE
C CITY'S BCE PROGRAM A GEOTECHNICAL ENGINEER
MUST PROVIDE DOCUMENTATION INCLUDING, BUT
NOT LIMITED TO, SHWT DATA TO STORMWATER STAFF
DEMONSTRATING THAT THE SITE'S EXISTING 4
HYDROLOGY WILL BE CAPABLE OF MAINTAINING A
WET POND ENVIRONMENT, AND THAT THE FACILITY
CAN BE MAINTAINED ON SITE. IF IT IS DETERMINED
THAT THE'POND CANNOT BE SUSTAINED, OR THE SITE
--- DOES NOT SUPPORT A WET POND ENVIRONMENT AS
DESIGNED, THEN AN ALTERNATIVE MEANS MUST BE
PROVIDED TO ENSURE THAT THE WET POND
ENVIRONMENT CAN BE SUSTAINED. THE ALTERNATE
MEASURES INCLUDE, BUT ARE NOT LIMITED TO,
SUPPORTING THE WET POND ENVIRONMENT VIA A
WELL OR SOME OTHER FORM OF SUSTAINED
RECHARGE. IT SHALL BE NOTED THAT A CLAY LINER
MAY NOT BE ALLOWED AS AN ALTERNATIVE AS THE
SURROUNDING SOILS ARE ALREADY CLAYEY IN
NATURE.
PLANTING PROHIBITION ZONE: SHALL BE s
OF ALL LANDSCAPING . VEGETATION EXCEPT
r
• r �I -fir h� -��� `(*' ' y �_?'�N.�
4
1
HEADWALL �Y� �-
2 I
INVERT ffi 375.213 Q
1yN�Vp■�tTp�ffip376�Ap 0�q ®
11 LF DIP I
ItdVERr 011T ffi 376A0 '
v
t a
j
I
NOTE:
I
SHWT DATA HAS NOT BEEN PROVIDED ON WQ #4
FOOTPRINT DURING CONSTRUCTION DRAWING
REVIEW. BEFORE WQ #4 CAN BE CERTIFIED UNDER THE
C CITY'S BCE PROGRAM A GEOTECHNICAL ENGINEER
MUST PROVIDE DOCUMENTATION INCLUDING, BUT
NOT LIMITED TO, SHWT DATA TO STORMWATER STAFF
DEMONSTRATING THAT THE SITE'S EXISTING 4
HYDROLOGY WILL BE CAPABLE OF MAINTAINING A
WET POND ENVIRONMENT, AND THAT THE FACILITY
CAN BE MAINTAINED ON SITE. IF IT IS DETERMINED
THAT THE'POND CANNOT BE SUSTAINED, OR THE SITE
--- DOES NOT SUPPORT A WET POND ENVIRONMENT AS
DESIGNED, THEN AN ALTERNATIVE MEANS MUST BE
PROVIDED TO ENSURE THAT THE WET POND
ENVIRONMENT CAN BE SUSTAINED. THE ALTERNATE
MEASURES INCLUDE, BUT ARE NOT LIMITED TO,
SUPPORTING THE WET POND ENVIRONMENT VIA A
WELL OR SOME OTHER FORM OF SUSTAINED
RECHARGE. IT SHALL BE NOTED THAT A CLAY LINER
MAY NOT BE ALLOWED AS AN ALTERNATIVE AS THE
SURROUNDING SOILS ARE ALREADY CLAYEY IN
NATURE.
PLANTING PROHIBITION ZONE: SHALL BE s
OF ALL LANDSCAPING . VEGETATION EXCEPT
r
• r �I -fir h� -��� `(*' ' y �_?'�N.�
4
1
_i�t ta.. ': Y � `r y •y �a .Y'id �F e l :: fR J <` :ga! • jy 1 . , :. Lrt.W> r�•:"V�:c:A! ' �:; :st.� f T Z 3 : .
_
q
END OF ENGINEERIED RU ER
SW
1 I SIMPAEN i 1 WIDE ELkYATO = 3
—J—o�m*np DEEP POOL BOTTOM m; 374,00
f i iME!!11 , Ia `' • ,a� * .fir ara �■I �y' ;.
�... III■ w ' , =, 1` ,�; � ►T'rr� f
r
SCALE: N.T.S.
UPHILL SIDE OF RIPARIAN BUFFER
DOWNHILL SIDE (POND SIDE)
OF RIPARIAN BUFFER
HEADWALL �Y� �-
2 I
INVERT ffi 375.213 Q
1yN�Vp■�tTp�ffip376�Ap 0�q ®
11 LF DIP I
ItdVERr 011T ffi 376A0 '
;, ±r R
' �'� E
Q 1
72 LF 18' 0 04tING RCP ! 1.119E q
q:� `
ELEVe�a'tION 375.70
1 <
ffi 1
< .•< ' «
«{{,Y )` t�raY i 7 ���'• .da, a ',�+• Y; � i.� "ti:S't .� �.r; � �v .fi 1, : C; `' i ' .:: C t, � �7• w'a . . ^, .! . .t,'YJr !.'S i��Y � om i.,YA . , liKe. ' a'.�s.Y, a+• �.%...s..!t � �. f .: .,+,Y:./�'i�,a?... .j-r;t.Nt' : Z' r : i ; Y . �^ S : ` _
f i iME!!11 , Ia `' • ,a� * .fir ara �■I �y' ;.
�... III■ w ' , =, 1` ,�; � ►T'rr� f
r
SCALE: N.T.S.
UPHILL SIDE OF RIPARIAN BUFFER
DOWNHILL SIDE (POND SIDE)
OF RIPARIAN BUFFER

PIN: 0769-0341 -8938 PIN: 0769-0341 -6932 PIN: 0769 - 03,417 PIN: 0769-04-42-5568 PIN: 0769 -038 PIN: 07694)3,33 -2232 PIN: 0769-,03-2443486 PIN: 0769.03 -35 -7254 PIN:0769 -01.3543524 PIN:0769 -01 26 -9080 PIN:0769- 01-06 -9898
Parcel ID: 194413 Parcel ID: 194412 Parcel ID., 194411 Parcel ID: 194383 Parcel ID: 19 _ _ Parcel ID: 193264 Parcel ID: 193265 Parcel ID: 210697 Parcel ID: 193271 Parcel ID: 193270 Parcel ID: 19M
4!'0 PVC CLEANOUT
WITH REMOVABLE CAP
TOP OF SIPHON ASSEMBLY = 382.50
4'0 PVC —�
4 "X4 "X4" PVC TEE
4 "0 PVC
PVC SLIP CAP WITH 1.5" 0 N,
ORIFICE CEMENTED ONTO
END OF 4!'0 PVC SECTION
BOTTOM OF SIPHON ASSEMBLY = 380.00
U
GROUT 4'0 PVC INTO
WALL OF RISER
4'0 PVC INVERT IN = 381.00
4!'0 PVC SLIP CAP WIT..
1.5"0 ORIFICE
C455 ) SCALE: N.T.S.
OPEN TO
OPERATE VALVE
4"fD PVC SIPHON ASSEMBLY
INV IN - 381 AO .
•
24.0 MANHOLE —�
OPENING
IWO 04UNG RCP
INV OUT' - 376AD
PLAN VIEW
2 RISER STRUCTURE.
�C455j SCALE: NTS
FIAT TOP TO MAKE TOP RM WITH
MANHOLECOVER
TOP OF MANHOLE
ELEV « 385.30 m
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a e 2.00'
o-
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4.00' i.
44' it
IVIVORIFICE
Skl/7' BOLT
JULY 05, 2D12
I CITY COMMENTS
2ND -06 -2942
INV OIfT =382M
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4"0 PVC SIPHON ASSEMBLY C455
`
PROVIDE GASKET FOR
INV IN = 361.00
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INVOUT =376
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w
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NOTE; EACH STRAP TO BE SECURED TO
MANHOLE RISER BY (2) 3'kl/T
GALVANIZED S1EE. CONCRETE ANCHOR
BOLTS, COAT® WITH A BITUMINOUS
COATING.
Skl/7' BOLT
JULY 05, 2D12
I CITY COMMENTS
2ND -06 -2942
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MANHOLE RISER BY (2) 3'kl/T
GALVANIZED S1EE. CONCRETE ANCHOR
BOLTS, COAT® WITH A BITUMINOUS
COATING.
FOUUM
SEEPAGE DIAPHRAM
3 M
C455 SCALE: N.T.S.
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EXTEND DIAPHRAGM
i'-6" BELOW BOTTOM O
PIPE
ELEVATION VIEW
NOSCAM
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JULY 05, 2D12
I CITY COMMENTS
2ND -06 -2942
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NOSCAM
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$' O-RING RCP (CLASS
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4. _ ' • TONGUE &
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yg <
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e) OUTSIDE OF #31IE BAR
CROSS-SECTION DETAIL
• • •
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4 CONCRETE CRADLE DETAIL
0455 SCALE: N.T.S.
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CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
SWN WATER DATE
7RANS MAW N DATE
DATE
V wffuimw Deffin wa (I.Amc 1e 6 6tl
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rA
JUNE 15,2D12
1 I CITY COMME IS
1ST' REVIEW-05.25 -12
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JULY 05, 2D12
I CITY COMMENTS
2ND -06 -2942
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APRIL 25, 2012
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$' O-RING RCP (CLASS
IV- MODIFIED #6 (GRADE 60)
4. _ ' • TONGUE &
GROOVE #3 REBAR TIES(U -BARS) SPACED
<.- AT 10 Fr. ON aNm
yg <
�' °.., ' � • e - •.,,A • • �, ...� . ' :q ' 17'CENTISRTO ice';
o- ' . • q • ' (MIN.)
6" FROM 607TOMOFCRADLE
TO CENTER OF #6 RERAR
ggg �—�- -3 "COVER (MIN.j TO
e) OUTSIDE OF #31IE BAR
CROSS-SECTION DETAIL
• • •
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4 CONCRETE CRADLE DETAIL
0455 SCALE: N.T.S.
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CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
SWN WATER DATE
7RANS MAW N DATE
DATE
V wffuimw Deffin wa (I.Amc 1e 6 6tl
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111
rA
JUNE 15,2D12
1 I CITY COMME IS
1ST' REVIEW-05.25 -12
I FS
MJ
JULY 05, 2D12
I CITY COMMENTS
2ND -06 -2942
1S
I FS
MJ
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APRIL 25, 2012
SCAM AS AS NOTED
PROJECT NO.
1121
SHEET NO
C�
CONSTRUCTION DRAWINGS
_ P E1

GENERAL NOTES:
A. ALL SCM'S AND ALL ASPECTS APPEARING ON THE CONSTRUCTION DRAWINGS ARE
SUBJECT TO AS -BUILT SURVEY AND INSPECTION. ANY ASPECT OF CONSTRUCTION
THAT DOES NOT CONFORM TO PLAN SHALL BE REBUILT OR REPAIRED AT THE
CONTRACTOR'S EXPENSE.
B. IF ANY DISCREPANCIES ARE FOUND BETWEEN THE SPECIFICATIONS AND THE
IF' ATION.
CONSTRUCTION DRAWINGS, CONTACT THE DESIGN ENGINEER FOR CZAR IC
C. ALL ASPECTS OF CONSTRUCTION SHALL CONFORM TO CITY, STATE AND GENERAL
INDUSTRY STANDARDS FOR MATERIALS AND CONSTRUCTION INCLUDING, BUT NOT
LIMITED TO, NORTH CAROLINA BUILDING CODES. CONTRACTOR IS EXPECTED TO BE
FAMILIAR WITH THESE STANDARDS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR
TO INFORM THE DESIGN ENGINEER IN ANY SITUATION IN WHICH STANDARDS MAY
CONFLICT WITH SPECIFICATIONS AND OR PLANS.
D. PRIOR TO COMMENCING GRADING ACTIVITIES FOR ANY DAM, THE GEOTECHNICAL
ENGINEER SHALL BE RETAINED AND MEET WITH THE ENGINEER. WORK MAY
COMMENCE ON THE DAMS ONLY AFTER NOTICE TO PROCEED FROM THE
ENGINEER.
E. GEOTECHNICAL ENGINEER SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION
OF THE D A MS IN CL DING BU T NOT LIMITED TO PREPARATION OF THE FOUNDATION,
INSTALLATION OF THE KEY TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY PIPE,
AND THE INSTALLATION OF COMPACTED FILL. THE FREQUENCY OF OBSERVATION
MUST BE SUFFICIENT FOR THE GETOECHNICAL ENGINEER TO STATE, IN HiS OR HER
PROFESSIONAL OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED WERE
INSTALLED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS
AND SPECIFICATIONS. GEOTECHNICAL ENGINEER SHALL PROVIDE GEOTECHNICAL
CERTIFICATION W ACCORDANCE WiTH THE LATEST REQUIREMENTS OF THE CITY OF
DURHAM'S BMP CERTIFICATION PROGRAM (BCE). ALL ITEMS REQUIRED FOR THE
CERTIFICATION SHALL BE PROVIDED, INCLUDING BUT NOT LIMITED TO, DAM
EMBANKMENT MATERIAL COMPOSITION AND DENSITY TESTING PAPER WORK
INCLUDING MAP SHOWING LOCATION OF TESTINGS, COPIES OF ALL CONCRETE
COMPRESSIVE STRENGTH TESTING PAPERWORK FOR ANY CAST IN PLACE ITEMS
ASSOCIATED WITH THE CONSTRUCTION OF THE DAM, COPY OF THE PURCHASE
RECEIPT FOR THE PRINCIPAL SPILLWAY PIPE IDENTIFYING THE ASTM SPECIFICATIONS
GOVERNING THE MANUFACTURE OF THE PIPE, COPY OF THE MANUFACTURER'S
CERTIFICATION THAT ANY ARMORING, OTHER THAN CONCRETE, USED TO ARMOR
THE EMERGENCY SPILLWAY WAS COMPLETED IN ACCORDANCE WITH THE
MANUFACTURER'S PUBLISHED SPECIFICATIONS, COLOR DIGITAL PHOTOGRAPHS
SHOWING THE DAM FOUNDATIONAL AREAS, THE RISER, THE PRINCIPAL SPILLWAY
PIPE AS THOSE ITEMS WERE BEING PREPARED AND INSTALLED.
F. ALL SCM'S WILL BE USED AS SEDIMENT TRAPS DURING CONSTRUCTION. BASINS
SHALL BE CLEANED OF SEDIMENT, AND VEGETATION SHALL BE ESTABLISHED PRIOR
TO FINALIZATION OF THE SCM'S.
G. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IF EXISTING CONDITIONS
ENCOUNTERED IN THE FIELD ARE DIFFERENT FROM CONDITIONS EXPECTED ON THE
PLAN.
H. FINE GRADING OF THE INTERIOR OF THE SCM'S, SOIL AMENDMENT AND FINAL
PLANTING OF WETLAND VEGETATION SHALL NOT BE COMPLETED UNTIL THE SITE IS
FULLY STABILIZED.
AQUATIC SHELF PLANTING NOTES:
A. THE TOP 6- INCHES OF SOIL OF THE AQUATIC SHELF FOR THE WATER QUALITY PONDS
SHALL INCLUDE AT LEAST 507* MIX OF TOPSOIL AND /OR ORGANIC MATERIAL.
B. A LETTER SHALL BE PROVIDED BY THE LANDSCAPE COMPANY THAT INSTALLS THE
AQUATIC SHELF PLANTS CERTIFYING THAT THE NUMBER, TYPE, AND LOCATION OF
ALL PLANTINGS AS INSTALLED IS IN ACCORDANCE WITH THE CONSTRUCTION
DRAWINGS.
SCM OUTLET STRUCTURE NOTES:
A. ANY POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 -DAY STRENGTH) UNLESS
OTHERWISE NOTED.
B. REINFORCED CONCRETE PIPE (RCP) OUTLET BARREL SHALL BE CLASS III RCP (ASTM
C -76). THE PIPE JOINTS SHALL BE CONFINED O -RING RUBBER GASKET JOINTS (ASTM
C -443 & ASTM C -361).
C. THE MANHOLE OUTLET RISER BASES SHALL BE MONOLITHIC EXTENDED BASE
MANHOLES (AASHTO M -19).
D. CONCRETE FILL LAYER SHALL BE POURED WITHIN THE INTERIOR OF EXTENDED BASE
MANHOLES TO THE DEPTH SPECIFIED ON THE DETAIL.
E. EACH WATER QUALITY POND SHALL BE PROVIDED WITH AN WGATE VALVE AND DIP
PIPE EXTENDING TO THE ELEVATION SHOWN ON THE PROFILES THAT WILL BE USED TO
DRAW DOWN THE PERMANENT POOL OF THE PONDS.
F. ALL OTHER ASPECTS OF THE RISER /BARREL CONSTRUCTION SHALL CONFORM TO THE
DETAILS AND DETAILS NOTES ON THE CONSTRUCTION DRAWINGS.
G,THE BROADCRESTED WEIR EMERGENCY SPILLWAYS SHALL BE CONSTRUCTED
ENTIRELY IN "CUT`. THE FILL AREA IN THE SPILLWAY FOR WQ #4 SHALL BE LINED WITH
PYRAMAT TRM (OR APPROVED EQUAL)
BERM SOIL AND COMPACTION SPECIFICATIONS:
A. CONSTRUCTION OF THE DAMS MUST BE DONE UNDER THE SUPERVISION OF A
GEOTECHNICAL ENGINEER THAT iS A REGISTERED PROFESSIONAL ENGINEER IN THE
STATE OF NORTH CAROLINA.
B. ON -SITE GEOTECHNICAL ENGINEER SHALL APPROVE CONTROLLED FILL FOR
PLACEMENT WITHIN THE BERM SECTIONS. THE GEOTECHNICAL ENGINEER SHALL
ALSO SPECIFY THE METHODS THAT WILL BE USED FOR PLACEMENT OF FILL.
GEOTECHNICAL ENGINEER SHALL EITHER CERTIFY THAT SUBGRADE IS SUITABLE FOR
EACH BERM OR SPECIFY PREPARATION METHODS AND MATERIALS.
C. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM
EMBANKMENTS SHALL BE PLACED IN 6 -INCH LOOSE LIFTS (3 -INCH LOOSE LIFTS
WITHIN 3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2 -FEET
OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAT 95% OF
THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF +/- 2
PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH
ASTM D698. EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF THE
EMBANKMENT. NO BLASTED MATERIALS SHALL BE USED IN THE BERM
CONSTRUCTION. SOILS THAT EXHIBIT SIGNIFICANT SHRINKAGE, SWELLING,
DISPERSIVE CHARACTERISTICS, OR ORGANIC CONTENT GREATER THAN 557 BY
WEIGHT SHALL NOT BE USED.
D. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED
FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS
WITH ORGANIC MATTER CO N TEN T EXCEEDING S% BY WEIGHT SHALL NOT BE US ED
E. BEFORE PLACEMENT OF CONTROLLED FiLL FOR THE BERM SECTIONS, ALL UNSUITABLE
EXISTING MATERIAL A
SH LL BE REMOVED AND THE PREPARED
�� SURFACES PROPERLY
FOR FILL PLACEMENT. STONES LARGER THAN 3 SHALL BE REMOVED FROM FILL. NO
TREES OR WOODY VEGETATION OF ANY TYPE MAY BE LOCATED IN OR ON THE BERM
SECTIONS.
F. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE
PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO
PLACEMENT OF THE NEXT SOIL LIFT.
G. EARTHWORK COMPACTION WITHIN 3 FEET OF ANY STRUCTURES SHALL BE
ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED POWER
TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF - PROPELLED ROLLERS. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 5" LIFTS. FILL ADJACENT TO THE
RISERS AND PRINCIPAL SPILLWAY PIPES SHALL BE PLACED SO THAT LIFTS ARE THE
SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
H. TESTS FOR PERCENT COMPACTION OF THE PLACED FILL IN THE BERMS SHALL BE
PERFORMED AS QC FOR THE CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TESTS CAN BE DONE. ALL PORTIONS NOT
CONFORMING TO THE SPECIFIED DEGREE OF COMPACTION SHALL BE REWORKED
OR REBUILT. ALL PORTIONS MUST ACHIEVE SPECIFIED MINIMUM DEGREE OF
COMPACTION. GEOTECHNICAL CERTIFICATION OF SOIL COMPACTION SHALL BE
SUBMITTED WITH FINAL AS -BUILT OF THE WETLAND SYSTEM.
I. A KEY TRENCH SHALL BE PROVIDED IN ALL FILL AREAS OF EACH BERM. DEPTH OF THE
TRENCH SHALL BE BASED ON THE DEPTH RECOMMENDATIONS PROVIDED BY THE
GEOTECHNICAL ENGINEER AS DETERMINED FROM SOIL BORING LOGS PROVIDED
ALONG THE AXIS OF THE PROPOSED DAM EMBANKMENT.
J. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION
DEWATERING, AND ROCK FOUNDATION PREPARATION MAY BE REQUIRED AT THE
DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL ACTIVITIES SHALL BE CLOSELY
MONITORED AN DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
K. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED
THROUGHOUT CONSTRUCTION AND PLACEMENT OF THE FILL.
L. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND /OR
UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL
ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS OF THE
FOUNDATION SOILS MAY BE STABILIZED WITH CRUSHED STONE.
M. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR HOIST IS ALLOWED.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JANI-MAYI RYE (GRAIN) 120 LBSIAC
MAY I -AUG 15 GERMAN MILLET 40 LOS /AC
AUG 15 - DEC W WE (GRAIN) 120 LBS /AC
1. SOIL AMENDMENTS: FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY
LB /AC GROUND AGRICULTURE LIMESTONE AND 750 LBSIAC 10 -10-10
FERTILIZER (FROM AUG 16 - DEC 30, INCREASE 10 -10-10 TO 1000 LBS /AC)•
2. MULCH: APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED A MULCH ANCHORING TOOL.
3® MAINTENANCE:
JAN 1 - AUG 15: REFERTILIZE IF GROWTH iS NOT FULLY ADEQUATE. RESEED,
REFERPLIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER
D GE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP
DRESS WITH 50 LBSIAC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO
OffIEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 LBS/AC
KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
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NATER
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PERMANENT GRASS SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG,25 -0CT 18111M TALL FESCUE 200 LOS/AC
FEB -APR 151POSSIBLF)
1. ADD 3 -INCH LAYER OF TOPSOIL TO ALL P ORTiONS OF THE DAM PRIOR TO
SEEDING. SEED AND MULCH OR HYDROSEED THE AREA ADDmON OF THE
TOPSOIL.
2. MAINTENANCE: INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO
A HEIGHT OF 4.6 INCHES.
R DANGRASS OR
Y 1 AND AUG. 5 AC E SU
ADD 15 LI3
3. NURSE PLANTS. BETWEEN MAY , I
TO LB /ACRE GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40
/ACRE RYE (GRAIN).
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP.
2. IMP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.
REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING
SURFACE REASONABLY SMOOTH AND UNIFORM.
4. (CONTINUE TILLAGE UNTIL AWELL- PUIYERiZED, FIRM REASONABLY U NIFORM
SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
5. SEED ON A FRESHLY PREPARED SEEDBED AND COVER
6. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
7. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS
WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60%
DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING
RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
*
SEE SEASONAL APPLICATION SCHEDULE
NOTE: ALL POND BERMS AND INTERIOR POND AREAS WILL REQUIRE A HEALTHY
STAND OF GRASS ON A MINIMUM OF 85% OF THE TOTAL AREA AT THE TIME THE
CERTIFICATION PACKAGE IS SUBMITTED TO THE CITY. THE SCWS WILL NOT
!RECEIVE FINAL CERTIFICATION UNTIL THIS REQUIREMENT HAS BEEN MET.
LEVEL SPREADER NOTES
GENERAL NOTES:
1. Lr �VEL SPREADERS SHALL BE INSTALLED LEVEL ALONG ENTIRE LENGTH ( ±0.05'). A LASER LEVEL IS RECOMMENDED FOR
CONSTRUCTION.
2. A,NY PORTION OF INSTALLATION THAT IS NOT LEVEL WILL BE REJECTED AND MUST BE REBUILT TO SATISFACTORY DESIGN
REQUIREMENTS AT THE CONTRACTOR'S EXPENSE.
3. T1 E CONTRACTOR SHALL FIELD VERIFY TOPOGRAPHY IN THE VICINITY AND DOWNSTREAM OF THE LEVEL SPREADERS.
CONTACT THE ENGINEER IF ANY DISCREPANCIES ARISE BETWEEN CONDITIONS ON THE PLAN AND CONDITIONS IN THE
Fcl ,LD. FIELD MEETINGS WITH THE ENGINEER MAY BE NECESSARY TO CONFIRM LOCATION AND ELEVATION.
4. RUNOFF SHALL NOT BE ALLOWED TO DISCHARGE OVER LEVEL SPREADER LIPS UNTIL ALL THE AREAS DRAINING TO THE
WATER QUALITY POND UPSTREAM HAVE BEEN STABILIZED AND THERE IS A HEALTHY STAND OF VEGETATION IN THE
FILTER STRIP.
FILTER STRIP VEGETATION NOTES:
1. Ifx� PLACE SOIL IN FILTER STRIP SHALL BE RIPPED TO A DEPTH OF 6 INCHES. CONTACT THE ENGINEER AFTER THE EXISTING
S011. HAS BEEN RIPPED; BUT BEFORE THE TOP SOIL IS INSTALLED SO THAT IT CAN BE DOCUMENTED THAT THE SOIL WAS
R6IPPED BEFORE THE TOP SOIL WAS INSTALLED.
2. A. i6 INCH LAYER OF TOPSOIL SHALL BE APPLIED ON TOP OF THE EXISTING SOIL. MIX T CUBIC YARD OF PEAT MOSS IN
Vtiiffl -I THE TOPSOIL TO INCREASE SOIL FERTILITY. AFTER THE TOPSOIL IS INSTALLED CONTACT THE ENGINEER SO THAT IT
CAN BE DOCUMENTED THAT THE 61NCH LAYER OF TOPSOIL WAS INSTALLED BEFORE THE SOD WAS LAID.
3. A. ONE TIME APPLICATION OF FERTILIZER SHALL BE APPLIED TO THE FILTER STRIP. TO DETERMINE THE AMOUNT OF LiME
AND AND FERTILIZER TO BE APPLIED,. SEND 1 CUP OF AIR DRIED TOP SOIL FROM THE FILTER STRIP TO THE FOLLOWING
ADDRESS AND FOLLOW THEIR RECOMMENDATION. PROVIDE A COPY OF THE RECOMMENDATION TO THE ENGINEER.
NCDA & CS AGRONOMIC DIVISION SOIL TESTING SERVICES
1040 MAIL SERVICE CENTER
RALEIGH, NC 27607
4. TA,,LL FESCUE OR COMMON BERMUDA SOD GROWN IN NON - CLAYEY SOILS SHALL BE INSTALLED OVER THE ENTIRE
FII TER STRIP.
5. (WAKE SURE THE SOIL IS MOIST (BUT NOT OVERLY WET) BEFORE LAYING THE SOD. IRRIGATING THE SOIL SEVERAL DAYS
Br =:FORE DELIVERY IS OFTEN ADEQUATE.
6. INSTALL THE SOD WITHIN 24 HOURS OF DELIVERY. PLAN TO UNSTACK AND UNROLL THE SOD IF IT CANNOT BE LAID
WITHIN 48 HOURS.
7. WHILE INSTALLING, KEEP SOD IN THE SHADE TO LESSEN THE CHANCE OF HEAT BUILDUP.
8. START SODDING FROM A STRAIGHT EDGE, AND BUTT STRIPS TOGETHER, STAGGERING THEM IN A BRICKLIKE PATTERN.
9. A ?`,,VOID STRETCHING SOD. USE A KNIFE OR SHARP SPADE FOR TRIMMING TO FIT IRREGULARLY SHAPED AREAS.
10. LAY SOD LENGTHWISE ACROSS THE FACE OF SLOPES, AND PEG OR STAKE THE PIECES TO PREVENT SLIPPAGE.
11. As-TER THE SOD HAS BEEN PLACED, ROLL THE LAWN TO ENSURE GOOD SOD -TO -SOIL CONTACT, THEN BEGIN
WATERING.
12. A;r'TER THE SOD IS PLANTED, KEEP THE TOP 1.5 INCHES OF SOIL MOIST. THIS MAY REQUIRE LIGHT WATERING SEVERAL
RIMES A WEEK FOR 7 TO 21 DAYS.
AS41JILT REQUIREMENTS
1. & FORE THE LEVEL SPREADER CAN BE ACCEPTED BY THE CITY THE FOLLOWING REQUIREMENTS MUST BE MET.
1.1. THE DRAINAGE AREA TO THE LEVEL SPREADER MUST BE 100% STABILIZED
1.2. 1007* OF THE FILTER STRIP, AND THE SLOPES DRAINING TO IT, HAVE ACHIEVED A HEALTHY STAND OF TURF GRASS.
1.3. 857* OF THE ACCESS WAY SHALL HAVE ACHIEVED A HEALTHY STAND OF GRASS AND ALL REMAINING AREAS
HAVE BEEN SEEDED AND MULCHED.
1.4. AN AS -BUILT SURVEY SHALL BE PROVIDED DEMONSTRATING THAT ALL ELEMENTS OF THE LiNEAR WETLAND, LEVEL
SPREADER, FILTER STRIP, AND ACCESS WAY WERE INSTALLED ACCORDING TO THE CD'S. THE SURVEY SHALL
DEMONSTRATE AT A MINIMUM:
1.4.1. THE LEVEL SPREADER LIP WAS INSTALLED TO THE CORRECT DIMENSIONS AND IS LEVEL ( +0.05').
1.3:02. THE LINEAR WETLAND, INCLUDING INLET VELOCITY DISSIPATOR, WERE INSTALLED TO THE CORRECT
DIMENSIONS AND WITH THE CORRECT MATERIALS.
1.4.3. THE LENGTH, WIDTH, GRADE, AND VEGETATION FOR THE FILTER STRIP ARE IN ACCORDANCE WITH THE CD'S.
1.4:.4. THE ACCESS WAY IS AT LEAST 10 FEET WIDE WITH A MAXIMUM CROSS SLOPE OF 10 :1 AND A MAXIMUM
CENTERLINE GRADE OF 5:1 AND IS LOCATED ENTIRELY WITHIN THE RECORDED ACCESS EASEMENT.
1.5. A LETTER OR RECEIPT FROM THE COMPANY THAT THE SOD WAS PURCHASED FROM SHALL BE PROVIDED THAT
DEMONSTRATES THE SOD WAS GROWN IN A NON - CLAYEY ENVIRONMENT.
FINISHED GRADE ADJACENT TO FILTER STRIP SHALL
BE A MINIMUM OF 0.30' HIGHER THAN THE ELEVATION
OF THE RLTER STRIP AT THAT LOCATION
FILTER STRIP FINISHED GRADE
6• LAYEIR OF TOPSOIL TYPICAL
FOR ENTIRE RLTER STRIP
RIP SUBGRADE W FILTER STRIP d
TO A DEPTH OF 0
• . . • ........... . ..............: ° •.•.-.- :..�.�r,p:.�. . _ _
AQUATIC SHELF
PLANT LIST
PLANT LIST
_
BOTANICAL NAME [COMMON NAME
QUANTITY SPACING
LEVEL SPREADER MGM
_
I ..,..m„_ .....,.,.
PIN: 0769 -0341 -8938
PIN: 0769 -03.41 -6932
PIN: 07694)3 - 414887
PIN:0769
PIN:0769
PIN:0769 -03-33 -2232
PIN :0769 -03- 24.8486
PIN :0769 -03.35 -7254
PIN:0769 -01,354524
PIN:0769 -0126 -9080
PIN:0769 -0140.9898
Parcel ID: 194413 '
Parcel ID: 194412
Parcel ID: 194411
Parcel ID: 194383
Parcel ID: 194384
Parcel ID: 193264
Parcel ID: 193265
Parcel ID: 210697
Parcel ID: 193271
Parcel 11D., 193270
Parcel ID: 193320
PLACEMENT WITHIN THE BERM SECTIONS. THE GEOTECHNICAL ENGINEER SHALL
ALSO SPECIFY THE METHODS THAT WILL BE USED FOR PLACEMENT OF FILL.
GEOTECHNICAL ENGINEER SHALL EITHER CERTIFY THAT SUBGRADE IS SUITABLE FOR
EACH BERM OR SPECIFY PREPARATION METHODS AND MATERIALS.
C. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM
EMBANKMENTS SHALL BE PLACED IN 6 -INCH LOOSE LIFTS (3 -INCH LOOSE LIFTS
WITHIN 3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2 -FEET
OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAT 95% OF
THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF +/- 2
PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH
ASTM D698. EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF THE
EMBANKMENT. NO BLASTED MATERIALS SHALL BE USED IN THE BERM
CONSTRUCTION. SOILS THAT EXHIBIT SIGNIFICANT SHRINKAGE, SWELLING,
DISPERSIVE CHARACTERISTICS, OR ORGANIC CONTENT GREATER THAN 557 BY
WEIGHT SHALL NOT BE USED.
D. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED
FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS
WITH ORGANIC MATTER CO N TEN T EXCEEDING S% BY WEIGHT SHALL NOT BE US ED
E. BEFORE PLACEMENT OF CONTROLLED FiLL FOR THE BERM SECTIONS, ALL UNSUITABLE
EXISTING MATERIAL A
SH LL BE REMOVED AND THE PREPARED
�� SURFACES PROPERLY
FOR FILL PLACEMENT. STONES LARGER THAN 3 SHALL BE REMOVED FROM FILL. NO
TREES OR WOODY VEGETATION OF ANY TYPE MAY BE LOCATED IN OR ON THE BERM
SECTIONS.
F. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE
PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO
PLACEMENT OF THE NEXT SOIL LIFT.
G. EARTHWORK COMPACTION WITHIN 3 FEET OF ANY STRUCTURES SHALL BE
ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED POWER
TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF - PROPELLED ROLLERS. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 5" LIFTS. FILL ADJACENT TO THE
RISERS AND PRINCIPAL SPILLWAY PIPES SHALL BE PLACED SO THAT LIFTS ARE THE
SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
H. TESTS FOR PERCENT COMPACTION OF THE PLACED FILL IN THE BERMS SHALL BE
PERFORMED AS QC FOR THE CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TESTS CAN BE DONE. ALL PORTIONS NOT
CONFORMING TO THE SPECIFIED DEGREE OF COMPACTION SHALL BE REWORKED
OR REBUILT. ALL PORTIONS MUST ACHIEVE SPECIFIED MINIMUM DEGREE OF
COMPACTION. GEOTECHNICAL CERTIFICATION OF SOIL COMPACTION SHALL BE
SUBMITTED WITH FINAL AS -BUILT OF THE WETLAND SYSTEM.
I. A KEY TRENCH SHALL BE PROVIDED IN ALL FILL AREAS OF EACH BERM. DEPTH OF THE
TRENCH SHALL BE BASED ON THE DEPTH RECOMMENDATIONS PROVIDED BY THE
GEOTECHNICAL ENGINEER AS DETERMINED FROM SOIL BORING LOGS PROVIDED
ALONG THE AXIS OF THE PROPOSED DAM EMBANKMENT.
J. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION
DEWATERING, AND ROCK FOUNDATION PREPARATION MAY BE REQUIRED AT THE
DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL ACTIVITIES SHALL BE CLOSELY
MONITORED AN DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
K. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED
THROUGHOUT CONSTRUCTION AND PLACEMENT OF THE FILL.
L. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND /OR
UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL
ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS OF THE
FOUNDATION SOILS MAY BE STABILIZED WITH CRUSHED STONE.
M. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR HOIST IS ALLOWED.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JANI-MAYI RYE (GRAIN) 120 LBSIAC
MAY I -AUG 15 GERMAN MILLET 40 LOS /AC
AUG 15 - DEC W WE (GRAIN) 120 LBS /AC
1. SOIL AMENDMENTS: FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY
LB /AC GROUND AGRICULTURE LIMESTONE AND 750 LBSIAC 10 -10-10
FERTILIZER (FROM AUG 16 - DEC 30, INCREASE 10 -10-10 TO 1000 LBS /AC)•
2. MULCH: APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED A MULCH ANCHORING TOOL.
3® MAINTENANCE:
JAN 1 - AUG 15: REFERTILIZE IF GROWTH iS NOT FULLY ADEQUATE. RESEED,
REFERPLIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER
D GE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP
DRESS WITH 50 LBSIAC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO
OffIEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 LBS/AC
KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
« .., _ r
is
DEEP POOL SHALLOW WATER
NATER
• a
• r�
WERANDIPLANTS . r PLANTS
1
1
•
1 � Tr' -•T.�r ,,*w► <t"'►� +�►t�t,T r .r?�.,IL� .,r, Tr �•,,,,k�► � -..
i'�ii� 4'!'i ►tt�ir! '�trr` ��A1► ..t1r *�A'1,,1' r 4� �►'"�A lk
1 u�. r�� rt'iir.�,,, ,t'S►.cr.:i'.!►a>� 'I►i11rii4r
Iu11ITr Rlil�'' .:Ilf�Ti "`" 'r- �ilil�11''„r ,. III # ► " = -'ri
r
I iT
-
tII1w1.r
•IEtll� «!s�i� /II��._...:..�i)! ■III�.« ri.+ {��!e!!I��' ..3: -:ff•
�• :•1' = •:• 3r, •i rid..
r • • r A . .
PERMANENT GRASS SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG,25 -0CT 18111M TALL FESCUE 200 LOS/AC
FEB -APR 151POSSIBLF)
1. ADD 3 -INCH LAYER OF TOPSOIL TO ALL P ORTiONS OF THE DAM PRIOR TO
SEEDING. SEED AND MULCH OR HYDROSEED THE AREA ADDmON OF THE
TOPSOIL.
2. MAINTENANCE: INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO
A HEIGHT OF 4.6 INCHES.
R DANGRASS OR
Y 1 AND AUG. 5 AC E SU
ADD 15 LI3
3. NURSE PLANTS. BETWEEN MAY , I
TO LB /ACRE GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40
/ACRE RYE (GRAIN).
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP.
2. IMP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.
REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING
SURFACE REASONABLY SMOOTH AND UNIFORM.
4. (CONTINUE TILLAGE UNTIL AWELL- PUIYERiZED, FIRM REASONABLY U NIFORM
SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
5. SEED ON A FRESHLY PREPARED SEEDBED AND COVER
6. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
7. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS
WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60%
DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING
RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
*
SEE SEASONAL APPLICATION SCHEDULE
NOTE: ALL POND BERMS AND INTERIOR POND AREAS WILL REQUIRE A HEALTHY
STAND OF GRASS ON A MINIMUM OF 85% OF THE TOTAL AREA AT THE TIME THE
CERTIFICATION PACKAGE IS SUBMITTED TO THE CITY. THE SCWS WILL NOT
!RECEIVE FINAL CERTIFICATION UNTIL THIS REQUIREMENT HAS BEEN MET.
LEVEL SPREADER NOTES
GENERAL NOTES:
1. Lr �VEL SPREADERS SHALL BE INSTALLED LEVEL ALONG ENTIRE LENGTH ( ±0.05'). A LASER LEVEL IS RECOMMENDED FOR
CONSTRUCTION.
2. A,NY PORTION OF INSTALLATION THAT IS NOT LEVEL WILL BE REJECTED AND MUST BE REBUILT TO SATISFACTORY DESIGN
REQUIREMENTS AT THE CONTRACTOR'S EXPENSE.
3. T1 E CONTRACTOR SHALL FIELD VERIFY TOPOGRAPHY IN THE VICINITY AND DOWNSTREAM OF THE LEVEL SPREADERS.
CONTACT THE ENGINEER IF ANY DISCREPANCIES ARISE BETWEEN CONDITIONS ON THE PLAN AND CONDITIONS IN THE
Fcl ,LD. FIELD MEETINGS WITH THE ENGINEER MAY BE NECESSARY TO CONFIRM LOCATION AND ELEVATION.
4. RUNOFF SHALL NOT BE ALLOWED TO DISCHARGE OVER LEVEL SPREADER LIPS UNTIL ALL THE AREAS DRAINING TO THE
WATER QUALITY POND UPSTREAM HAVE BEEN STABILIZED AND THERE IS A HEALTHY STAND OF VEGETATION IN THE
FILTER STRIP.
FILTER STRIP VEGETATION NOTES:
1. Ifx� PLACE SOIL IN FILTER STRIP SHALL BE RIPPED TO A DEPTH OF 6 INCHES. CONTACT THE ENGINEER AFTER THE EXISTING
S011. HAS BEEN RIPPED; BUT BEFORE THE TOP SOIL IS INSTALLED SO THAT IT CAN BE DOCUMENTED THAT THE SOIL WAS
R6IPPED BEFORE THE TOP SOIL WAS INSTALLED.
2. A. i6 INCH LAYER OF TOPSOIL SHALL BE APPLIED ON TOP OF THE EXISTING SOIL. MIX T CUBIC YARD OF PEAT MOSS IN
Vtiiffl -I THE TOPSOIL TO INCREASE SOIL FERTILITY. AFTER THE TOPSOIL IS INSTALLED CONTACT THE ENGINEER SO THAT IT
CAN BE DOCUMENTED THAT THE 61NCH LAYER OF TOPSOIL WAS INSTALLED BEFORE THE SOD WAS LAID.
3. A. ONE TIME APPLICATION OF FERTILIZER SHALL BE APPLIED TO THE FILTER STRIP. TO DETERMINE THE AMOUNT OF LiME
AND AND FERTILIZER TO BE APPLIED,. SEND 1 CUP OF AIR DRIED TOP SOIL FROM THE FILTER STRIP TO THE FOLLOWING
ADDRESS AND FOLLOW THEIR RECOMMENDATION. PROVIDE A COPY OF THE RECOMMENDATION TO THE ENGINEER.
NCDA & CS AGRONOMIC DIVISION SOIL TESTING SERVICES
1040 MAIL SERVICE CENTER
RALEIGH, NC 27607
4. TA,,LL FESCUE OR COMMON BERMUDA SOD GROWN IN NON - CLAYEY SOILS SHALL BE INSTALLED OVER THE ENTIRE
FII TER STRIP.
5. (WAKE SURE THE SOIL IS MOIST (BUT NOT OVERLY WET) BEFORE LAYING THE SOD. IRRIGATING THE SOIL SEVERAL DAYS
Br =:FORE DELIVERY IS OFTEN ADEQUATE.
6. INSTALL THE SOD WITHIN 24 HOURS OF DELIVERY. PLAN TO UNSTACK AND UNROLL THE SOD IF IT CANNOT BE LAID
WITHIN 48 HOURS.
7. WHILE INSTALLING, KEEP SOD IN THE SHADE TO LESSEN THE CHANCE OF HEAT BUILDUP.
8. START SODDING FROM A STRAIGHT EDGE, AND BUTT STRIPS TOGETHER, STAGGERING THEM IN A BRICKLIKE PATTERN.
9. A ?`,,VOID STRETCHING SOD. USE A KNIFE OR SHARP SPADE FOR TRIMMING TO FIT IRREGULARLY SHAPED AREAS.
10. LAY SOD LENGTHWISE ACROSS THE FACE OF SLOPES, AND PEG OR STAKE THE PIECES TO PREVENT SLIPPAGE.
11. As-TER THE SOD HAS BEEN PLACED, ROLL THE LAWN TO ENSURE GOOD SOD -TO -SOIL CONTACT, THEN BEGIN
WATERING.
12. A;r'TER THE SOD IS PLANTED, KEEP THE TOP 1.5 INCHES OF SOIL MOIST. THIS MAY REQUIRE LIGHT WATERING SEVERAL
RIMES A WEEK FOR 7 TO 21 DAYS.
AS41JILT REQUIREMENTS
1. & FORE THE LEVEL SPREADER CAN BE ACCEPTED BY THE CITY THE FOLLOWING REQUIREMENTS MUST BE MET.
1.1. THE DRAINAGE AREA TO THE LEVEL SPREADER MUST BE 100% STABILIZED
1.2. 1007* OF THE FILTER STRIP, AND THE SLOPES DRAINING TO IT, HAVE ACHIEVED A HEALTHY STAND OF TURF GRASS.
1.3. 857* OF THE ACCESS WAY SHALL HAVE ACHIEVED A HEALTHY STAND OF GRASS AND ALL REMAINING AREAS
HAVE BEEN SEEDED AND MULCHED.
1.4. AN AS -BUILT SURVEY SHALL BE PROVIDED DEMONSTRATING THAT ALL ELEMENTS OF THE LiNEAR WETLAND, LEVEL
SPREADER, FILTER STRIP, AND ACCESS WAY WERE INSTALLED ACCORDING TO THE CD'S. THE SURVEY SHALL
DEMONSTRATE AT A MINIMUM:
1.4.1. THE LEVEL SPREADER LIP WAS INSTALLED TO THE CORRECT DIMENSIONS AND IS LEVEL ( +0.05').
1.3:02. THE LINEAR WETLAND, INCLUDING INLET VELOCITY DISSIPATOR, WERE INSTALLED TO THE CORRECT
DIMENSIONS AND WITH THE CORRECT MATERIALS.
1.4.3. THE LENGTH, WIDTH, GRADE, AND VEGETATION FOR THE FILTER STRIP ARE IN ACCORDANCE WITH THE CD'S.
1.4:.4. THE ACCESS WAY IS AT LEAST 10 FEET WIDE WITH A MAXIMUM CROSS SLOPE OF 10 :1 AND A MAXIMUM
CENTERLINE GRADE OF 5:1 AND IS LOCATED ENTIRELY WITHIN THE RECORDED ACCESS EASEMENT.
1.5. A LETTER OR RECEIPT FROM THE COMPANY THAT THE SOD WAS PURCHASED FROM SHALL BE PROVIDED THAT
DEMONSTRATES THE SOD WAS GROWN IN A NON - CLAYEY ENVIRONMENT.
FINISHED GRADE ADJACENT TO FILTER STRIP SHALL
BE A MINIMUM OF 0.30' HIGHER THAN THE ELEVATION
OF THE RLTER STRIP AT THAT LOCATION
FILTER STRIP FINISHED GRADE
6• LAYEIR OF TOPSOIL TYPICAL
FOR ENTIRE RLTER STRIP
RIP SUBGRADE W FILTER STRIP d
TO A DEPTH OF 0
• . . • ........... . ..............: ° •.•.-.- :..�.�r,p:.�. . _ _
2 AQUATIC
0456 SCALE: N.T.S.
TOP OF BERM
r.
%�I
TBM NCGSMONUMENT"CLEMBJtS"
-;� ELEVATION = 443.30' NAVD88
AQUATIC SHELF
PLANT LIST
PLANT LIST
_
BOTANICAL NAME [COMMON NAME
QUANTITY SPACING
LEVEL SPREADER MGM
_
I ..,..m„_ .....,.,.
Q .,.
WQ #1� Q . W -�M #4 W
HIGH SHELF (ABOVE NORMAL POOL),
F
.Lom be ml la cardinal's 3 C rdln I fower
375 � 415 � 140 2 O.C.
_
Asclepias incamata ;Milkweed ,
375 415 140 2' O.C.
Cladium jamaicense ~ -Saw grass...,._,,.a.
375c 415 ~° _ 1T40 2 O.C.
^
LOW SHELF NORMAL POOL) w
(„BELOW
,
Acorus calamus JSweet flag
350 500 120v 2 O C.
1ri dge
Carex lu rida Lu d s
_
1
350 500 20 2' O.C.
_ _e
Alnus serrulata TTag alder
_
_ _
350 500 120ry ~µ 2' O.C.
.. .... ......
2 AQUATIC
0456 SCALE: N.T.S.
TOP OF BERM
r.
%�I
TBM NCGSMONUMENT"CLEMBJtS"
-;� ELEVATION = 443.30' NAVD88
SWELF AND LINEAR WETLAND PLANT LSI1
•
\
12'
TOP OF BERM
�.
aY
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
s
■
■
■
■
■
■
■
■
■
■
TOP OF BERM
i ■
■
■
■
■
■
■
■
■
■
■
■
■
3' (iYP)
■
■
F ,
t�
............._ . __... ..._. .... -.... ..._.. ..._..... i ...... _..... _. _.
i
r
r
,
,
_._.........._.. ; : ........................ _..._..............
A6 A
3 TYPICAL ARmo
C456 SCALE: N.T.S.
1 I 11 11 =1 111 i 11
111 -1I I1I� 1= 1I�I -I_I_I
D ;
FINISHED GRADE
FIN]ISHEID GRADE
LEVEL SPREADER LINEAR WETLAND
PLANT LIST
■
X
LEVEL SPREADER MGM
2'
_ _.......:
JULY 05, 2012
I CITY COMMENTS
iS
FS
2ND REVR:W-06 042
MJ
BOTANICAL NAME
{COMMON NAME
QUANTITY
1 SPACING
v�
-.
�
WQ #1 WQ#2 i WQ#4 i
DEEP POOL
Dfin •'� p rl�a:q {�`• ^iJ 4.
.�3.•
.. .... ......
Nuphar advena
,Caw filly
_
10 15 7
3` O.C.'
Peltandra virginic_a
Wrow arum
1 10 1 15 7
1 3 O.C.
Nymphaea odorata ;White lilly
11
10 157
I 3' O.C.
-p
{ ■
.��.�
F > r ? `�.� .. _,? �� i r a r i r 3 r .3 �r <9- .-,.•3 r 3 r.:3 r � ,A r f ✓ . r3 r •r.�r r r� . ri r :g:
>'w _` yy�` :..,G '^v 4 C ,( '.0 '..L `� +3 i '`C C t •G y v` G �
_.._........... ■
j
t
k
3
--- _._._
- �---- .---__..
SHALLOW WATER
. BURY.END OF LEV9. SPliEAD ;
•
Acorus calamus flag
50 22
O.C°.
;Sweet
_.._ ■
X35 ;
Carex lurida
;Lurid sedge
I 35 i 50 i 22
.2
2' O.C.
Anus serrulata
'Tag alder
x 35 50 22
2' O.C.
SWELF AND LINEAR WETLAND PLANT LSI1
•
\
12'
TOP OF BERM
�.
aY
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
■
s
■
■
■
■
■
■
■
■
■
■
TOP OF BERM
i ■
■
■
■
■
■
■
■
■
■
■
■
■
3' (iYP)
■
■
F ,
t�
............._ . __... ..._. .... -.... ..._.. ..._..... i ...... _..... _. _.
i
r
r
,
,
_._.........._.. ; : ........................ _..._..............
A6 A
3 TYPICAL ARmo
C456 SCALE: N.T.S.
1 I 11 11 =1 111 i 11
111 -1I I1I� 1= 1I�I -I_I_I
D ;
FINISHED GRADE
FIN]ISHEID GRADE
e�egeenee•••••
■
X
LEVEL SPREADER MGM
2'
_ _.......:
JULY 05, 2012
I CITY COMMENTS
iS
FS
2ND REVR:W-06 042
MJ
v�
-.
�
'�`�1 °•- T
•a4: a�: =i.. ^3fi�44i'1i -, . °:ii'Yf „e•.
Dfin •'� p rl�a:q {�`• ^iJ 4.
.�3.•
.. .... ......
i11
,
fty�{� ■
11
-p
{ ■
.��.�
F > r ? `�.� .. _,? �� i r a r i r 3 r .3 �r <9- .-,.•3 r 3 r.:3 r � ,A r f ✓ . r3 r •r.�r r r� . ri r :g:
>'w _` yy�` :..,G '^v 4 C ,( '.0 '..L `� +3 i '`C C t •G y v` G �
_.._........... ■
j
. BURY.END OF LEV9. SPliEAD ;
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