20130683 Ver 1_CD Stormwater Info_20130703

Hugh I Gilleece, 111 & Associates, P.A. 875 Walnut Street, Suite 360
Cary, North Carolina 27511
Consulting Engineers - (919) 469 -1101
Business License C -496
Drainage Report
(Includes Dry Detention Pond and Nitrogen Calculations)
gilleece@bellsouth. net
Bellewood Manor Subdivision
9105 Green Level Church Road
Cary, North Carolina
Prepared For
WWD, LLC
i 000 Dariingion Dr Suite 10055
Cary NC 27511
February 14, 2013
Revised May 2, 2013
Revised June 13, 2013
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General
Existing Conditions
Post Conditions
Watershed Modeling
Storm Drainage Calculations
Temporary Silt Trap Calculations
Ditch Lining
Outlet Protection
Appendix
Bellewood Manor Subdivision
Drainage Report
Table of Contents
2
3
3
El
0

Bellewood Manor Subdivision
General
This project is located in Cary, North Carolina at the intersection of Green Hope School Road /
Green Level Church Road. It drains to tributaries of White Oak Creek which is part of the Cape
Fear River basin.
The purpose of the project is to meet the Town of Cary's storm management criteria for the
proposed 75 lot subdivision. Half of the existing property has been has been farmed, and the
remainder is in woods / grasses.
This project falls under the Lower New Hope Subbasin. The nitrogen calculations have been
included in the Appendix. These calculations assume 5,000 square feet of impervious per lot.
The proposed subdivision has less than 30% impervious area. With the streets having grass swales
(no curb and gutter), the project is considered low density. Dry Detention Basins are being
proposed storm water runoff to have the 1 year post conditions be less than the 1 year pre condition.
Existing Conditions
A copy of the Green Level quadrangle (Figure 1) shows the 45 acre parcel. It is near the drainage
basin divide for White Oak Creek and Panther Creek. The property has two streams running
through it. To properly model the pre / post development conditions, a Point of Interest was
selected where the two streams merge.
The total drainage area consists of three subbasins: A (north of the existing stream) is 15.8 acres
with a CN value of 75. Subbasin B (south of existing stream) is 25 acres with a CN value of 74.
From Kirpich method for determining Time of Concentration, a time of 10.8 minutes is obtained
for a length of 1900' with a slope of 2.5 %. Subbasin C feeds the southern stream. A total of 57.2
acres (CN of 73) feeds the center of the stream. For the stream between Al /B 1 merge, the stream
length of 1400' with a basin slope of 1.1% gives a time of concentration of 11.8 minutes.
Figure 2 shows the breakdown of soil types used to determine the CN value. The stream length and
elevations are shown which were used to calculate the time of concentration.
Note that the middle of the stream was used to model the watershed. The area to the north of the
stream is to be developed with the Holland Farms Subdivision. No attempt was made to
incorporate its storm water management features into this hydraulic model.
Post Conditions
The hydraulic model for the post development condition gets complicated when considering bypass
areas, detention ponds and culvert crossings. Figure 3 shows the drainage areas established to
3

model the post conditions, and Figure 4 shows the Watershed Model Schematic used in the
Hydrograph computer program to evaluate the Pre / Post Development flows.
Basin areas 8 and 11 (13.2 and 9.1 acres) are routed through dry detention basins (BMP 1 and 2).
These basins were selected to intercept as much storm water runoff as practical for the subdivision.
Topography constraints prevent to intercept all flow from the development. This was the main
reason to model the basin at the Point of Interest to see Pre / Post Development flows.
Watershed Modeling
To model the existing conditions, hydrographs for Subbasins A and B were combined. The
hydrograph for Subbasin C was then combined to determine the Pre Development flow. Figure 4
shows the schematic for routing the basin.
The proposed development flow is also shown on Figure 4. With the Sabino Way roadway
crossing, Subbasins A and B were divided further into areas:
-4 Post Al (bypassing of flow past Sabino Way) — hydrograph 6
A, Post to BMP 1 (developed area for B that flows to Dry Pond 1) — hydrograph 8
A Route area "Post to BMP 1" through Dry Pond — hydrograph 12
A, Route Dry Pond Outfall and Post Al - hydrographs from 6 and 12 were combined to form
hydrograph 13
Bypass to Sabino Way (undisturbed area for A that flows to Sabino Way) — hydrograph 16
Post B 1 Bypass (undisturbed area for B that flows to Sabino Way) — hydrograph 7
Post to Roadway (developed area for B that flows to Sabino Way) — hydrograph 9
Combined hydrographs 7, 9 and 16 to form hydrograph 17.
Route hydrograph 17 (23 acre basin) through the roadway crossing at Sabino Way and
obtain hydrograph 18.
The post development conditions for Subbasins A and B are represented by hydrographs 13
and 1.8.
Subbasin C is divided into two areas, of which one area is routed through Dry Pond 2
Bypass Post C 1 (undisturbed area for basin C) — hydrograph 10
Post to BMP 2 (developed area that flows to Dry Pond 2) — hydrograph 11
A- Route through Dry Pond 2 — hydrograph 14
Combined hydrograph 10 and 14 to obtain hydrograph 15.
Hydrograph 15 represents post developed condition for Subbasin C.
The Post Developed Condition is obtained by combining hydrographs 13, 15 and 18 to create the
final post hydrograph 19.
The Hydrograph Return Period Recap (Figure 5) shows the summary of the Pre / Post Conditions
for the 1, 2 ,5, 10, 25, 50 and 100 year storm events. The 5 and 10 year design storm has a less than
5% increase for the watershed, while the 25 and 100 year design storms are less than the existing
rd

conditions. This is due to modeling the drainage basin with the proposed roadway crossing at
Sabin Way.
The point of interest is just south of the southern channel merging with the main channel. A cross
section was obtained to determine differences in flood elevations for the 1, 10 and 100 year storm.
These calculations are in the appendix.
in summary, the flood elevations for the various storms are less than 0.1' increase for the 10 year
storm.
Design Year Storm
Flow (cfs)
Flood Elevation
Difference
1 Year Pre / Post
119/121
296.51
0'
10 Year Pre / Post
365/380
298.7 / 298.78
0.08'
100 Year Pre / Post
686/665
300.05 / 299.97
0.06'
Storm Drainage Calculations
Storm drainage calculations have been run using the Carlson computer software. In the appendix,
the table showing flows for the 10 year design storm. The Sabino Way Roadway crossing was used
to determine backwater calculations. The 100 year backwater elevation is 322.1' which is shown on
the plans.
All of the pipe have the Hydraulic Grade Line for the 10 year storm to be below the top of the pipe.
The 25 year storm hydraulic grade line is below the top of yard inlet for all structures. The
hydraulic grade lines are shown on Sheets C29 and C30 in the plan set.
Temporary Silt Trap Calculations
The project has been sub divided into three phases. Each phase can stand on its own, although
phase 1 needs to be constructed first. A total of 5 silt traps / basins are needed for the project. A
design of each basin is included in the appendix.
Ditch Lining
With little storm drainage pipes being provided, calculations for the drainage swales are needed for
the 2 year design storm (bare and lined) and 10 year design storm (permanent protection). A
summary of these calculations are in the appendix.
E

Outlet Protection
The velocities for the 10 year design storm were used to determine rip rap protection at the outlet of
all FES. The design for the outlet protection is included in the appendix.
0

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.
Friday, Jun 14 2013
Bellewood Point of Interest
User - defined
Highlighted
Invert Elev (ft) = 291.00
Depth (ft)
= 5.51
Slope ( %) = 0.01
Q (cfs)
= 121.00
N -Value = 0.030
Area (sqft)
= 151.10
Velocity (ft/s)
= 0.80
Calculations
Wetted Perim (ft)
= 73.67
Compute by: Known Q
Crit Depth, Yc (ft)
= 1.50
Known Q (cfs) = 121.00
Top Width (ft)
= 71.93
EGL (ft)
= 5.52
-�830a001Q2.�0 rQ30) - (111.00, 294.00, 0.030) (117.00, 291.00, 0.030) - (127.00, 291.00, 0.030) - (133.00, 294.00, 0.030) (150.00, 296.00, 0.030)
`�� as -( '0bb��, 66.00, 0.030)
Elev (ft)
301.00
299.00
297.00
295.00
293.00
291.00
289.00
-50
Section
Depth (ft)
10.00
0 50 100 150 200 250
Q4-- 14N
You created this PDF from an application that is not licensed to print to novaPDF printer (http: / /www.novapdf.com)
11MI
6.00
4.00
2.00
BE
-2.00
300

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.
Friday, Jun 14 2013
Bellewood Point of Interest
User - defined
Highlighted
Invert Elev (ft) = 291.00
Depth (ft)
= 7.70
Slope ( %) = 0.01
Q (cfs)
= 365.00
N -Value = 0.030
Area (sqft)
= 413.71
Velocity (ft/s)
= 0.88
Calculations
Wetted Perim (ft)
= 173.54
Compute by: Known Q
Crit Depth, Yc (ft)
= 2.85
Known Q (cfs) = 365.00
Top Width (ft)
= 171.70
EGL (ft)
= 7.71
�(8 0 98o 1U"3!(37 8'.00, 60)00,11 030) 294.00, 0.030) - (117.00, 291.00, 0.030) - (127.00, 291.00, 0.030) - (133.00, 294.00, 0.030) - (150.00, 296.00, 0.030)
Elev (ft)
301.00
297.00
295.00
293.00
291.00
289.00
-50
Section
0 50 100 150 200 250
Q +— IPA
You created this PDF from an application that is not licensed to print to novaPDF printer (http: / /www.novapdf.com)
Depth (ft)
10.00
1
. IN
4.00
E
1111M
1 -2.00
300

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.
Friday, Jun 14 2013
Bellewood Point of Interest
User - defined
Highlighted
Invert Elev (ft) = 291.00
Depth (ft)
= 7.78
Slope ( %) = 0.01
Q (cfs)
= 380.00
N -Value = 0.030
Area (sgft)
= 427.61
Velocity (ft/s)
= 0.89
Calculations
Wetted Perim (ft)
= 177.62
Compute by: Known Q
Crit Depth, Yc (ft)
= 2.91
Known Q (cfs) = 380.00
Top Width (ft)
= 175.78
EGL (ft)
= 7.79
_MQQ� 30 O�i1�@Ma2 p00r 30) - (111.00, 294.00, 0.030) - (117.00, 291.00, 0.030) - (127.00, 291.00, 0.030) - (133.00, 294.00, 0.030) - (150.00, 296.00, 0.030)
�'�f b1j Y3bT' -( g'0 66.00, 0.030)
Elev (ft)
301.00
299.00
297.00
295.00
293.00
291.00
289.00
-50
Section
0 50 100 150 200 250
0 +_ 14\
You created this PDF from an application that is not licensed to print to novaPDF printer (ht . / /www.novapdf.com)
Depth (ft)
10.00
111MI
f�
I�
4.00
2.00
o We

99MUM
Hydraflow Express Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc.
Friday, Jun 14 2013
Bellewood Point of Interest
User - defined
Highlighted
Invert Elev (ft) = 291.00
Depth (ft)
= 9.05
Slope ( %) = 0.01
Q (cfs)
= 686.00
N -Value = 0.030
Area (sqft)
= 684.39
Velocity (ft/s)
= 1.00
Calculations
Wetted Perim (ft)
= 237.44
Compute by: Known Q
Crit Depth, Yc (ft)
= 4.15
Known Q (cfs) = 686.00
Top Width (ft)
= 235.55
EGL (ft)
= 9.07
V QQ� 3 '10�i1Q 2 Q0 �Qt30) - (111.00, 294.00, 0.030) (117.00, 291.00, 0.030) - (127.00, 291.00, 0.030) (133.00, 294.00, 0.030) - (150.00, 296.00, 0.030)
`(s . 3 -( $ 0b., 66.10, 0.030)
Elev (ft)
301.00
299.00
297.00
295.00
293.00
291.00
Section
Depth (ft)
10.00
0 50 100 150 200 250
0 +_ if+\
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�
M We
4.00
2.00
IIIM
-2.00
300

L , •
Hydraflow Express Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. Friday, Jun 14 2013
Bellewood Point of Interest
User - defined
Highlighted
Invert Elev (ft)
= 291.00
Depth (ft)
= 8.97
Slope ( %)
= 0.01
Q (cfs)
= 665.00
N -Value
= 0.030
Area (sqft)
= 672.91
Velocity (ft/s)
= 0.99
Calculations
Wetted Perim (ft)
= 238.36
Compute by:
Known Q
Crit Depth, Yc (ft)
= 4.08
Known Q (cfs)
= 665.00
Top Width (ft)
= 236.48
EGL (ft)
= 8.99
QQ� 3Q9�00 14(
2 t0'OJ J 30) - (111.00, 294.00, 0.030) - (117.00,
",
291.00, 0.030) - (127.00, 291.00, 0.030) - (133.00, 294.00, 0.030) - (150.00, 296.00, 0.030)
-� 8 0, aa3p�
( g 0� 66.00, 0.030)
Elev (ft)
301.00
299.00
297.00
295.00
293.00
291.00
289.00
Section
Depth (ft)
10.00
-50 0 50 100 150 200 250
04-- /4\
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1
0001
4.00
2.00
wo]
-2.00
300

Appendix
Nitrogen Calculation Sheet
Hydrocad Hydrograph Report with Pond Volumes
Storm Sewer Tables
Temporary Silt Traps
Outlet Protection
7.

Nitrogen Control Plan
Calculations

Jordan Lake Developer Nutrient Reporting Form
(Note: A separate form is available for Neuse, Tar - Pamlico, and Falls Lake reporting.)
Jordan Nutrient Load Reporting Form. September 12, 2012

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Hydrocad Report with
Pond Volumes

Pond Worksheet 90% TSS Removal
Project: Bellewood Manor Basin: DP #1
z: \Jobs \220000 \Documents \Reports \Pond Work(HS).xls
Total Area = 574992 s. f. = 13.20 acres
Factors used on this worksheet:
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Rational C
SCS CN
Woods, etc.
0.21
77
Lawn, etc.
0.22
61
Impervious
0.96
98
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Storm
Date:
Qp
(cfs)
To Basin
Impervious =
172497.6
Lawn, etc. =
350000
Woods, etc. =
52494.4
Rational C =
0.441
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 year
4.52
26.54
3.00
0.8857
19.2
2 year
5.76
33.82
3.60
1.2819
21.8
5 year
6.58
38.63
4.65
2.0536
30.5
10 year
7.22
42.39
5.38
2.6318
35.7
25 year
8.19
48.08
6.41
3.4882
41.7
50 year
8.96
52.60
7.21
4.1778
45.6
100 year
9.72
57.06
8.00
4.8748
49.1
Treatment volume F 0.3520 acre -ft. = 15333 c. f.
(min. 3630 c. f. for stormwater wetlands)
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = 30.0 % SA/DA Ratio =
Surface Area Required = 1 10925 s. f.
Bio- Retention Area (7% x C Factor x area)
Surface Area Required = 1 17754 s. f.
SCS CN = 73.6
SCS S = 3.5942
mpervious
1=
Rv =
1.90 %
30.00 %
0.3200
6/3/13

Permit No.
(to be provided by DWQ)
OF
IN
as
- �---^® STORMWATER MANAGEMENT PERMIT APPLICATION FORM
NCDENR p
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Bellewood Manor
Contact person Don Sever
Phone number 919 469 -1101
Date 3- Jun -13
Drainage area number 1
Site Characteristics
2.00
days
Drainage area
574,992.00
;ft2
Impervious area
172,497.60
`> ft'
% Impervious
030
OK
Design rainfall depth
1.00
in
Peak Flow Calculations
Basin side slopes
3.0
1 -yr, 24 -hr rainfall depth
3.01
in
Rational C, pre - development
0.21
(unitless)
Rational C, post - development
0.45
(unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
5.10
in /hr
Pre - development 1 -yr, 24 -hr peak flow
14.10
ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
30.30
ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
16.20
ft3 /sec
Storage Volume: Non -SA Waters
Length to width ratio
3.00
Minimum required volume
15,333.00
ft3
Provided volume
15,500.00
ft3 OK
Sediment storage volume provided
3,875.00
ft3 OK
Storage Volume: SA Waters
1.5 runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff volume
ft3
Post - development 1 -yr, 24 -hr runoff volume
ft3
Minimum required volume
ft3
Provided volume
ft3
Sediment storage volume provided
ft3
Basin Design Parameters
Drawdown time
2.00
days
OK
SHWT elevation
313.00
fmsl
Basin bottom elevation
317.00
fmsl
OK
Storage elevation
319,50
fmsl
Basin side slopes
3.0
:1
OK
Top elevation
322.50
fmsl
OK
Freeboard provided
3.00
ft
OK
Basin Bottom Dimensions
Basin length
120.00
ft
Basin width
40.00
ft
Length to width ratio
3.00
' :1
OK
Form SW401 -Dry Extended Detention Basin -Rev.3 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
Additional Information
Total runoff volume captured by basin
13.20
ac -in
Forebay is required
Forebay provided
y `
(Y or N)
Is basin in a recorded drainage easement?
y
(Y or N)
OK
Does basin capture all runoff at ultimate build -out?
y
(Y or N)
OK
Is a sediment depth indicator included?
y`
(Y or N)
OK
Does the basin include a drain?
y'
(Y or N)
OK
(to be provided by DWQ)
Form SW401 -Dry Extended Detention Basin -Rev.3 Parts I. & II. Design Summary, Page 2 of 2

Pond Worksheet 90% TSS Removal
Project: Bellewood Manor Basin
zAJobs \220000 \Docum ents \Reports \Pond Work(HS).As
Total Area = 396396 s. f. = 9.10 acres
Factors used on this worksheet:
DP #2 Date:
Rational C
SCS CN
Woods, etc.
0.21
77
Lawn, etc.
0.22
61
Impervious
0.96
98
DP #2 Date:
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Storm
To Basin
Impervious =
118918.8
Lawn, etc. =
225000
Woods, etc. =
52477.2
Rational C =
0.441
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 year
4.52
18.28
3.00
0.9196
19.9
2 year
5.76
23.29
3.60
1.3232
22.5
5 year
6.58
26.61
4.65
2.1058
31.3
10 year
7.22
29.19
5.38
2.6905
36.5
25 year
8.19
33.12
6.41
3.5547
42.5
50 year
8.96
36.23
7.21
4.2495
46.5
100 year
9.72
39.30
8.00
4.9510
49.9
Treatment volume = 0.2427 acre -ft. _ ,0571 c. f.
(min. 3630 c. f. for stormwater wetlands)
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = 30.0 % SA/DA Ratio =
Surface Area Required = 1 7532 s. f.
SCS CN = 74.2
SCS S = 3.4738
mpervious
I = 30.00 %
Rv = 0.3200
1.90 %
Page 2
6/3/13

Permit No.
(to be provided by DWQ)
W A�R4
O G
STORMWATER MANAGEMENT PERMIT APPLICATION FORM of '
NCDENR 401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
Project name
Bellewood Manor
Contact person
Don Sever'
Phone number
919 469 - 1101
Date
3- Jun -13
Drainage area number
2
Site Characteristics
Drainage area
396,396.00
ft
Impervious area
118,918.80
ft2
% Impervious
0.30
Design rainfall depth
1.00
in
Peak Flow Calculations
1 -yr, 24 -hr rainfall depth
3.01
" in
Rational C, pre - development
0.21
(unitless)
Rational C, post - development
0.45
(unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
5.10
in /hr
Pre - development 1 -yr, 24 -hr peak flow
14.10
ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
22.30
ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
8.20
ft3 /sec
Storage Volume: Non -SA Waters
Minimum required volume
10,571.00
ft3
Provided volume
10,600.00
>'ft
OK
Sediment storage volume provided
2,700.00
ft
OK
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff volume
; ft'
Post - development 1 -yr, 24 -hr runoff volume
ft
Minimum required volume
ft 3
Provided volume
ft3
Sediment storage volume provided
ft3
Basin Design Parameters
Drawdown time
2.00
dally
OK
SHWT elevation
301.00
» fmsl
Basin bottom elevation
303.00
fmsl
OK
Storage elevation
306.00
fmsl
Basin side slopes
3.0
:1
OK
Top elevation
308.50
fmsl
OK
Freeboard provided
2.50
it
OK
Basin Bottom Dimensions
Basin length
95;00 `
ft
Basin width
30.00
ft
Length to width ratio
3.00
:1
OK
Form SW401 -Dry Extended Detention Basin -Rev.3 Parts I. & II. Design Summary, Page 1 of 2

Additional Information
Total runoff volume captured by basin
Forebay provided
Is basin in a recorded drainage easement?
Does basin capture all runoff at ultimate build -out?
Is a sediment depth indicator included?
Does the basin include a drain?
9.10 '_
ac -in
y
(Y or N)
y
(Y or N)
y
(Y or N)
y;' ,
(Y or N)
y; >_
(Y or N)
Forebay is not required
OK
OK
OK
OK
Permit No.
(to be provided by DWQ)
Form SW401 -Dry Extended Detention Basin -Rev.3 Parts I. & II. Design Summary, Page 2 of 2

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Table 8.05d Curve Numbers and Rational C
Cover DeEri lion
Curve Number
Rational C
Percent
HSO
HSO
MG
Huso
H80
1
me
.711
DSG
ImI)L
Impervious'
Pull �Ioedurban areas
Opens ce
Poor condition (<50%
g-s)
68
79
96
99
016
0.58
032
0.78
.Pair condition (50-75%
. .. ......... , glass)
49
69
79
84
0.15
0.39
OA
0.68
Good oondition, (>50%
grass)
39
61
'74
80
T15
-6-H
�
0.48
0,60
Trapervious areas
k_
Pavement, roofs
98
98
98
98
0196
0-96
0.96
0.96
Gravel
76
85
89
91
OM
0.70
0.78
W��
-0.g-2
Dirt
72
$UZ
87
89
0,44
0:64
0.74
-
0,79
Urban districts
Commercial and
business
Industrial . ,-
81
88
91
93
0.62
VO
0.92
AM
72
Residential areas lot size
IA acre (town houses,
condos
77
85
90
92
-0,54
65
114 acre
61
75
83
97
0.22
38
1/3 acre
57
72
81
86
0.15
30
117 acre
54
70
W
85
0-15
25
I Rom
51
68
79
04
0J5
036
0.58
0.68
20
2 sores
46
77
82
0.15
0.30
0.54
0,-64
12
A "cultural areas
Pa4tare, grassland
Poor
68
79
--19-
'-6-3-6
-0 -59-
-0.72
-0.-78-
Fair
49
69
79
84
0,15
018
059
-0,-68
Good
39
61
74
80
0.15 10,221
0.49
040
---wgow MOIYOLd)
30
58
71
78
0.15 10.16
0.42
-63-6
Brush
0.15
0.15
0.15
­4]5-
Poor
r67
77
83
- .54
0.66
Fair
-is-
35
56
70
77
U0,15034
0.15
15
10.15
0.40
0,54
Good
30
48
65
73
�15
OA5
0.15
() 15
0.30
OA6
Woods and grass (i�rc tar
Poor
57
73
82
86
D.15
046
-"-
064
';
072
Fair
43
5
65
76
015
�3 (
0.64
Good
32
72
5
_I
!0
0
0.16
0,44 1
0.59
Woods
'Poor
45
66+1-7
83
0.15
0.32
0.54
0-.66
rain
36
60 1
73
79
015
0.20
0.46
0.58
Good
30
55
70
77
0.15
0.15
0.40
Row r-rops, sti-aight, good
67
78
85
89
0.34
0.56
0.70
N0.54
0.79
Row -qopqc9jj
Not . good
-T-
5
82
43
S6
1).
0.30
'- -
'BO
0.64
0.72
Small a2in, good
63
75
97
0,26
L
6.�O
-b766-
0,74
Farmsteaft
59---74­81-F
6
H
--�- 1-8 1-6,48
0
1
0:6:4
0=72
In the table values of Rational C were computed from C = 0.020 CN -1.0
Source: Malcom 2003, Supplement to Elements of Urban Stormwater Design
b. NRCS (SCS) Method: See Section 8.5.A.2 for both peak flow and volume
calculations.
c. Regional Regression Equation Analysis: Regression equations for rural and
urban areas in North Carolina for various return periods are listed in the
documents WRIR 96-4114 and WRIR 96-4084, The National Flood-
Frequency Program-Methods for Estimating Flood Magnitude and
FINAL April 20108 add 5 200100
8-80

Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Williams pre post trial 4.gpw
Friday, 00 14, 2013
WatershedModel Schematic ...................................................... ............................... 1
Hydrograph Return Period Recap .............................................. ............................... 2
- Year
27
SummaryReport .......................................................................................... ...............................
3
HydrographReports .................................................................................... ...............................
4
HydrographNo. 1, SCS Runoff, Pre Al ................................................... ...............................
4
Hydrograph No. 2, SCS Runoff, Pre B1 ................................................... ...............................
5
Hydrograph No. 3, SCS Runoff, Pre C1 ................................................... ...............................
6
Hydrograph No. 4, Combine, Pre Al and B1 ........................................... ...............................
7
Hydrograph No. 5, Combine, Pre Al B1 C1 .............................................. ...............................
8
Hydrograph No. 6, SCS Runoff, Post Al .................................................. ...............................
9
Hydrograph No. 7, SCS Runoff, Post B1 bypass ................................... ...............................
10
Hydrograph No. 8, SCS Runoff, Post to BMP1 ....................................... ...............................
11
Hydrograph No. 9, SCS Runoff, Post to roadway crossing ..................... ...............................
12
Hydrograph No. 10, SCS Runoff, Post C1 bypass .................................. ...............................
13
Hydrograph No. 11, SCS Runoff, Post C1 to BMP2 ............................... ...............................
14
Hydrograph No. 12, Reservoir, Route BMP1 .......................................... ...............................
15
PondReport - Dry Basin B2 ............................................................... ...............................
16
Hydrograph No. 13, Combine, Post Al bypass and BMP1 ..................... ...............................
17
Hydrograph No. 14, Reservoir, Route w/ BMP2 ...................................... ...............................
18
PondReport - Dry Pond C .................................................................. ...............................
19
Hydrograph No. 15, Combine, Post C w/ pond ....................................... ...............................
20
Hydrograph No. 16, SCS Runoff, bypass to Sabino way crossing .......... ...............................
21
Hydrograph No. 17, Combine, Sabino way crossing ............................... ...............................
22
Hydrograph No. 18, Reservoir, Route through roadway ......................... ...............................
23
Pond Report - Sabino way crossing ................................................... ...............................
24
Hydrograph No. 19, Combine, Post combine .......................................... ...............................
25
2 - Year
Summary Report. ....................................................... ............................... 26
.. ..............................
HydrographReports .................................................................................. ...............................
27
Hydrograph No. 1, SCS Runoff, Pre Al ................................................. ...............................
27
Hydrograph No. 2, SCS Runoff, Pre B1 ................................................. ...............................
28
Hydrograph No. 3, SCS Runoff, Pre C1 ................................................. ...............................
29
Hydrograph No. 4, Combine, Pre Al and B1 ......................................... ...............................
30
Hydrograph No. 5, Combine, Pre Al B1 C1 ............................................ ...............................
31
Hydrograph No. 6, SCS Runoff, Post Al ................................................ ...............................
32
Hydrograph No. 7, SCS Runoff, Post B1 bypass ................................... ...............................
33
Hydrograph No. 8, SCS Runoff, Post to BMP1 ....................................... ...............................
34
Hydrograph No. 9, SCS Runoff, Post to roadway crossing ..................... ...............................
35
Hydrograph No. 10, SCS Runoff, Post C1 bypass .................................. ...............................
36
Hydrograph No. 11, SCS Runoff, Post C1 to BMP2 ............................... ...............................
37
Hydrograph No. 12, Reservoir, Route BMP1 .......................................... ...............................
38
Hydrograph No. 13, Combine, Post Al bypass and BMP1 ..................... ...............................
39
Hydrograph No. 14, Reservoir, Route w/ BMP2 ...................................... ...............................
40
Hydrograph No. 15, Combine, Post C w/ pond ....................................... ...............................
41
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Contents continued...
Williams pre post trial 4.gpw
Hydrograph No. 16, SCS Runoff, bypass to Sabino way crossing .......... ............................... 42
Hydrograph No. 17, Combine, Sabino way crossing ............................... ............................... 43
Hydrograph No. 18, Reservoir, Route through roadway.. ...................................................... 44
Hydrograph No. 19, Combine, Post combine .......................................... ............................... 45
5 - Year
SummaryReport ........................................................................................ ...............................
46
HydrographReports .................................................................................. ...............................
47
Hydrograph No. 1, SCS Runoff, Pre Al.. ..............................................................................
47
Hydrograph No. 2, SCS Runoff, Pre B1 ................................................. ...............................
48
Hydrograph No. 3, SCS Runoff, Pre Cl ................................................. ...............................
49
Hydrograph No. 4, Combine, Pre Al and B1 ......................................... ...............................
50
Hydrograph No. 5, Combine, Pre Al B1 Cl ............................................ ...............................
51
Hydrograph No. 6, SCS Runoff, Post Al ................................................ ...............................
52
Hydrograph No. 7, SCS Runoff, Post B1 bypass ................................... ...............................
53
Hydrograph No. 8, SCS Runoff, Post to BMP1 ....................................... ...............................
54
Hydrograph No. 9, SCS Runoff, Post to roadway crossing ..................... ...............................
55
Hydrograph No. 10, SCS Runoff, Post Cl bypass .................................. ...............................
56
Hydrograph No. 11, SCS Runoff, Post Cl to BMP2 ............................... ...............................
57
Hydrograph No. 12, Reservoir, Route BMP1 .......................................... ...............................
58
Hydrograph No. 13, Combine, Post Al bypass and BMP1 ..................... ...............................
59
Hydrograph No. 14, Reservoir, Route w/ BMP2 ...................................... ...............................
60
Hydrograph No. 15, Combine, Post C w/ pond ....................................... ...............................
61
Hydrograph No. 16, SCS Runoff, bypass to Sabino way crossing .......... ...............................
62
Hydrograph No. 17, Combine, Sabino way crossing ............................... ...............................
63
Hydrograph No. 18, Reservoir, Route through roadway ......................... ...............................
64
Hydrograph No. 19, Combine, Post combine .......................................... ...............................
65
10 -Year
SummaryReport ........................................................................................ ...............................
66
HydrographReports .................................................................................. ...............................
67
Hydrograph No. 1, SCS Runoff, Pre Al ................................................. ...............................
67
Hydrograph No. 2, SCS Runoff, Pre B1 ................................................. ...............................
68
Hydrograph No. 3, SCS Runoff, Pre Cl ................................................. ...............................
69
Hydrograph No. 4, Combine, Pre Al and B1 ......................................... ...............................
70
Hydrograph No. 5, Combine, Pre Al B1 Cl ............................................ ...............................
71
U .Jr...�rne,h 1�I.+ R QI'Q Qiinnff Dnc� �'I
1 1 UrOgrcalph No. 6, vvv , Juno , i oSt A � ................................................ ...............................
72
Hydrograph No. 7, SCS Runoff, Post B1 bypass ................................... ...............................
73
Hydrograph No. 8, SCS Runoff, Post to BMP1 ....................................... ...............................
74
Hydrograph No. 9, SCS Runoff, Post to roadway crossing ..................... ...............................
75
Hydrograph No. 10, SCS Runoff, Post Cl bypass .................................. ...............................
76
Hydrograph No. 11, SCS Runoff, Post Cl to BMP2 ............................... ...............................
77
Hydrograph No. 12, Reservoir, Route BMP1 .......................................... ...............................
78
Hydrograph No. 13, Combine, Post Al bypass and BMP1 ..................... ...............................
79
Hydrograph No. 14, Reservoir, Route w/ BMP2 ...................................... ...............................
80
Hydrograph No. 15, Combine, Post C w/ pond ....................................... ...............................
81
Hydrograph No. 16, SCS Runoff, bypass to Sabino way crossing .......... ...............................
82
Hydrograph No. 17, Combine, Sabino way crossing ............................... ...............................
83
Hydrograph No. 18, Reservoir, Route through roadway ......................... ...............................
84
Hydrograph No. 19, Combine, Post combine .......................................... ...............................
85
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Contents continued...
Williams pre post trial 4.gpw
25 - Year
106
SummaryReport ........................................................................................ ...............................
86
HydrographReports .................................................................................. ...............................
87
Hydrograph No. 1, SCS Runoff, Pre Al ................................................. ...............................
87
Hydrograph No. 2, SCS Runoff, Pre B1 ................................................. ...............................
88
Hydrograph No. 3, SCS Runoff, Pre C1 ................................................. ...............................
89
Hydrograph No. 4, Combine, Pre Al and B1 ......................................... ...............................
90
Hydrograph No. 5, Combine, Pre Al B1 C1 ............................................ ...............................
91
Hydrograph No. 6, SCS Runoff, Post Al ................................................ ...............................
92
Hydrograph No. 7, SCS Runoff, Post B1 bypass ................................... ...............................
93
Hydrograph No. 8, SCS Runoff, Post to BMP1 ....................................... ...............................
94
Hydrograph No. 9, SCS Runoff, Post to roadway crossing ..................... ...............................
95
Hydrograph No. 10, SCS Runoff, Post C1 bypass .................................. ...............................
96
Hydrograph No. 11, SCS Runoff, Post C1 to BMP2 ............................... ...............................
97
Hydrograph No. 12, Reservoir, Route BMP1 .......................................... ...............................
98
Hydrograph No. 13, Combine, Post Al bypass and BMP1 ..................... ...............................
99
Hydrograph No. 14, Reservoir, Route w/ BMP2 .................................... ...............................
100
Hydrograph No. 15, Combine, Post C w/ pond ..................................... ...............................
101
Hydrograph No. 16, SCS Runoff, bypass to Sabino way crossing ........ ...............................
102
Hydrograph No. 17, Combine, Sabino way crossing ............................. ...............................
103
Hydrograph No. 18, Reservoir, Route through roadway ....................... ...............................
104
Hydrograph No. 19, Combine, Post combine ........................................ ...............................
105
50 - Year
SummaryReport ...................................................................................... ...............................
106
HydrographReports ................................................................................ ...............................
107
Hydrograph No. 1, SCS Runoff, Pre Al ............................................... ...............................
107
Hydrograph No. 2, SCS Runoff, Pre B1 ............................................... ...............................
108
Hydrograph No. 3, SCS Runoff, Pre C1 ............................................... ...............................
109
Hydrograph No. 4, Combine, Pre Al and B1 ....................................... ...............................
110
Hydrograph No. 5, Combine, Pre Al B1 C1 .......................................... ...............................
111
Hydrograph No. 6, SCS Runoff, Post Al .............................................. ...............................
112
Hydrograph No. 7, SCS Runoff, Post B1 bypass ................................. ...............................
113
Hydrograph No. 8, SCS Runoff, Post to BMP1 ..................................... ...............................
114
Hydrograph No. 9, SCS Runoff, Post to roadway crossing ................... ...............................
115
Ll
I ,yd rog ap 4 No. 10, wC/v Runoff, Post C.11 hvypaac a ................................ ...............................
1 ' 4v :
Hydrograph No. 11, SCS Runoff, Post C1 to BMP2 ............................. ...............................
117
Hydrograph No. 12, Reservoir, Route BMP1 ........................................ ...............................
118
Hydrograph No. 13, Combine, Post Al bypass and BMP1 ................... ...............................
119
Hydrograph No. 14, Reservoir, Route w/ BMP2 .................................... ...............................
120
Hydrograph No. 15, Combine, Post C w/ pond ..................................... ...............................
121
Hydrograph No. 16, SCS Runoff, bypass to Sabino way crossing ........ ...............................
122
Hydrograph No. 17, Combine, Sabino way crossing ............................. ...............................
123
Hydrograph No. 18, Reservoir, Route through roadway ....................... ...............................
124
Hydrograph No. 19, Combine, Post combine ........................................ ...............................
125
100 - Year
SummaryReport ...................................................................................... ............................... 126
HydrographReports ................................................................................ ............................... 127
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Contents continued...
Williams pre post trial 4.gpw
Hydrograph No. 1, SCS Runoff, Pre Al ............................................... ...............................
127
Hydrograph No. 2, SCS Runoff, Pre B1 ............................................... ...............................
128
Hydrograph No. 3, SCS Runoff, Pre C1 ............................................... ...............................
129
Hydrograph No. 4, Combine, Pre Al and B1 ....................................... ...............................
130
Hydrograph No. 5, Combine, Pre Al B1 C1 .......................................... ...............................
131
Hydrograph No. 6, SCS Runoff, Post Al .............................................. ...............................
132
Hydrograph No. 7, SCS Runoff, Post B1 bypass ................................. ...............................
133
Hydrograph No. 8, SCS Runoff, Post to BMP1 ..................................... ...............................
134
Hydrograph No. 9, SCS Runoff, Post to roadway crossing ................... ...............................
135
Hydrograph No. 10, SCS Runoff, Post C1 bypass. ........................................................... —
136
Hydrograph No. 11, SCS Runoff, Post C1 to BMP2 ............................. ...............................
137
Hydrograph No. 12, Reservoir, Route BMP1 ........................................ ...............................
138
Hydrograph No. 13, Combine, Post Al bypass and BMP1 ................... ...............................
139
Hydrograph No. 14, Reservoir, Route w/ BMP2 .................................... ...............................
140
Hydrograph No. 15, Combine, Post C w/ pond ..................................... ...............................
141
Hydrograph No. 16, SCS Runoff, bypass to Sabino way crossing ........ ...............................
142
Hydrograph No. 17, Combine, Sabino way crossing ............................. ...............................
143
Hydrograph No. 18, Reservoir, Route through roadway ....................... ...............................
144
Hydrograph No. 19, Combine, Post combine ........................................ ...............................
145
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Watershed Model Schematic
1
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Hydrograph Return Period RecP�
y raflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
SCS Runoff
- - - - --
21.38
31.53
- - - - - --
48.01
61.83
81.48
97.59
114.27
Pre Al
2
SCS Runoff
- - - - --
31.74
47.44
- - - - - --
72.94
94.54
125.35
150.69
176.97
Pre B1
3
SCS Runoff
- - - - --
67.91
103.00
- - - - - --
160.08
208.76
278.59
336.16
395.99
Pre C1
4
Combine
1, 2,
53.12
78.97
- - - - - --
120.96
156.37
206.84
248.28
291.24
Pre Al and B1
5
Combine
3,4
121.03 1
181.96
- - - - - - --
28097
36513
485 43
584.45
687.23
Pre Al B1 C1
6
SCS Runoff
- - - - --
12.84
18.24
- - - - - --
26.84
34.02
44.12
52.35
60.82
Post Al
7
SCS Runoff
- - - - --
9.542
15.56
- - - - - --
25.61
34.15
46.76
57.36
68.46
Post B1 bypass
8
SCS Runoff
- - - - --
28.18
38.90
- - - - - --
56.05
69.90
89.21
104.83
120.85
Post to BMP1
9
SCS Runoff
- - - - --
9.647
12.62
- - - - - --
17.10
20.62
25.47
29.35
33.30
Post to roadway crossing
10
SCS Runoff
- - - - --
50.47
77.76
- - - - - --
122.44
160.43
215.51
261.06
308.49
Post C1 bypass
11
SCS Runoff
- - - - --
22.31
30.22
- - - - - --
42.36
52.04
65.44
76.21
87.23
Post C1 to BMP2
12
Reservoir
8
13.50
15.94
- - - - - --
47.04
65.75
86.49
101.94
117.86
Route BMP1
13
Combine
6, 12
24.59
35.06
- - - - - --
77.36
101.25
130.58
153.96
177.85
Post Al bypass and BMP1
14
Reservoir
11
4.081
22.26
- - - - - --
29.55
44.61
62.14
73.97
85.14
Route w/ BMP2
15
Combine
10,14
50.67
98.85
- - - - - --
151.67
205.04
273.30
328.09
384.76
Post C w/ pond
16
SCS Runoff
- - - - --
16.14
22.93
- - - - - --
33.75
42.77
55.47
65.81
76.45
bypass to Sabino way crossing
17
Combine
7, 9, 16
33.40
48.62
- - - - - --
73.07
93.28
122.02
145.60
170.05
Sabino way crossing
18
Reservoir
17
32.08
46.66
- - - - - --
67.82
83.87
99.38
111.27
122.15
Route through roadway
19
Combine
13, 15 18
L119.69 �j
180.44 P
- - - - - -- i
296.27 f,
379.761,
488.05 i,
576.49
665.18
T ` Post combine
F
k
IZO
T
_r q
c�
44 1'4
$, r=� -�
{. °' toe
VV
Proj. file: Williams pre post trial 4.gpw
Friday, 00 14, 2013
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Hydrograph Summary Report
3
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
21.38
2
722
57,214
- - - - --
- - - - --
- - - - --
Pre Al
2
SCS Runoff
31.74
2
722
85,592
- - - - --
- - - - --
- - - - --
Pre 131
3
SCS Runoff
67.91
2
722
184,897
- - - - --
- - - - --
- - - - --
Pre C1
4
Combine
53.12
2
722
142,806
1, 2,
- - - - --
- - - - --
Pre Al and 131
5
Combine
121.03
2
722
327,702
3,4
- - - - --
- - - - --
Pre Al 131 C1
6
SCS Runoff
12.84
2
718
25,679
- - - - --
- - - - --
- - - - --
Post Al
7
SCS Runoff
9.542
2
722
27,544
- - - - --
- - - - --
- - - - --
Post 131 bypass
8
SCS Runoff
28.18
2
718
56,489
- - - - --
- - - - --
- - - - --
Post to BMP1
9
SCS Runoff
9.647
2
716
19,629
- - - - --
- - - - --
- - - - --
Post to roadway crossing
10
SCS Runoff
50.47
2
722
138,957
- - - - --
- - - - --
- - - - --
Post C1 bypass
11
SCS Runoff
22.31
2
716
45,047
- - - - --
- - - - --
- - - - --
Post C1 to BMP2
12
Reservoir
13.50
2
722
56,444
8
320.19
19,299
Route BMP1
13
Combine
24.59
2
718
82,124
6,12
- - - - --
- - - - --
Post Al bypass and BMP1
14
Reservoir
4.081
2
726
44,850
11
306.67
20,915
Route w/ BMP2
15
Combine
50.67
2
722
183,807
10,14
- - - - --
- - - - --
Post C w/ pond
16
SCS Runoff
16.14
2
718
32,283
- - - - --
- - - - --
- - - - --
bypass to Sabino way crossing
17
Combine
33.40
2
718
79,455
7, 9, 16
- - - - --
- - - - --
Sabino way crossing
18
Reservoir
32.08
2
718
79,455
17
318.10
950
Route through roadway
19
Combine
119.69
2
720
345,466
13, 15, 18
- - - - --
- - - - --
Post combine
Williams pre post trial 4.gpw
Return Period: 1 Year
Friday, 00 14, 2013
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pre Al
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 15.800 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
24.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
4
Friday, 00 14, 2013
= 21.38 cfs
= 722 min
= 57,214 cuft
= 75
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 2
Pre B1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 25.000 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 00 14, 2013
= 31.74 cfs
= 722 min
= 85,592 cuft
= 74
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Pre C1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 57.200 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre C1
Hyd. No. 3 -- 1 Year
LGI
Friday, 00 14, 2013
= 67.91 cfs
= 722 min
= 184,897 cuft
= 73
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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I
M
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 4
Pre Al and B1
Hydrograph type
= Combine
Peak discharge
= 53.12 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 142,806 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 40.800 ac
Q (cfs)
60.00
50.00
K�
30.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 1 Hyd No. 2 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 5
Pre Al B1 C1
Hydrograph type
= Combine
Peak discharge
= 121.03 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 327,702 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.200 ac
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 6
Post Al
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 7.000 ac
Basin Slope
= 2.5%
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
AM
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 00 14, 2013
= 12.84 cfs
= 718 min
= 25,679 cuft
= 77
= 1900 ft
= 5.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
1111M
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 7
Post B1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 10.900 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post 1131 bypass
10
Friday, 00 14, 2013
= 9.542 cfs
= 722 min
= 27,544 cuft
= 69
= 1900 ft
= 10.80 min
= Type II
= 484
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 8
Post to BMP1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 13.200 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
30.00
25.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
11
Friday, 00 14, 2013
= 28.18 cfs
= 718 min
= 56,489 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 9
Post to roadway crossing
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
3.300 ac
Basin Slope =
0.0%
Tc method =
User
Total precip. =
3.01 in
Storm duration =
24 hrs
Q (cfs)
10.00
N. Me
4.00
2.00
ri.T.'M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
12
Friday, 00 14, 2013
= 9.647 cfs
= 716 min
= 19,629 cuft
= 87
= 0 ft
= 5.00 min
= Type II
= 484
0 120 240 360 480 600 720
Hyd No. 9
Q (cfs)
10.00
R1
4.00
2.00
r.T.TA
840 960 1080 1200 1320 1440
Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 10
Post C1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 45.600 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
K�
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post C1 bypass
Hyd. No. 10 -- 1 Year
13
Friday, 00 14, 2013
= 50.47 cfs
= 722 min
= 138,957 cuft
= 72
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post C1 to BMP2
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 9.100 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
24.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
14
Friday, 00 14, 2013
= 22.31 cfs
= 716 min
= 45,047 cuft
= 83
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
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15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 12
Route BMP1
Hydrograph type
= Reservoir
Peak discharge
= 13.50 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 56,444 cuft
Inflow hyd. No.
= 8 - Post to BMP1
Max. Elevation
= 320.19 ft
Reservoir name
= Dry Basin B2
Max. Storage
= 19,299 cuft
Storage Indication method used
Route BMP1
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Pond Report 16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Friday, 00 14, 2013
Pond No. 1 - Dry Basin B2
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 317.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
1.00
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
= .013
.013
0.00
317.00
Orifice Coeff.
4,500
0.60
0
0
Multi -Stage
= n/a
1.00
318.00
No TW Elev. (ft) = 0.00
5,450
4,967
4,967
2.00
319.00
6,450
5,942
10,909
3.00
320.00
7,500
6,968
17,877
4.00
321.00
8,600
8,043
25,920
5.00
322.00
9,800
9,193
35,113
6.00
323.00
11,000
10,393
45,506
Culvert / Orifice
Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A] [B]
[C]
[D]
Rise (in)
= 18.00
3.00
0.00
0.00
Crest Len (ft)
= 16.00 25.00
0.00
0.00
Span (in)
= 18.00
3.00
0.00
0.00
Crest El. (ft)
= 319.50 321.20
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 317.00
317.00 0.00
0.00
Weir Type
= 1 Rect
- --
- --
Length (ft)
= 60.00
1.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.00
1.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60 Exfil.(in /hr) = 0.000 (by Wet area)
Multi -Stage
= n/a
No
No
No TW Elev. (ft) = 0.00
Stage (ft)
6.00
5.00
4.00
milli
2.00
M
0.00
0.0 20.0
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
40.0 60.0
Stage / Discharge
Elev (ft)
323.00
322.00
321.00
99*111It
319.00
318.00
317.00
80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0
Discharge (cfs)
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17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 13
Post Al bypass and BMP1
Hydrograph type =
Combine
Peak discharge
= 24.59 cfs
Storm frequency =
1 yrs
Time to peak
= 718 min
Time interval =
2 min
Hyd. volume
= 82,124 cuft
Inflow hyds. =
6, 12
Contrib. drain. area
= 7.000 ac
Post Al bypass and BMP1
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18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 14
Route w/ BMP2
Hydrograph type
= Reservoir
Peak discharge
= 4.081 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 44,850 cuft
Inflow hyd. No.
= 11 - Post C1 to BMP2
Max. Elevation
= 306.67 ft
Reservoir name
= Dry Pond C
Max. Storage
= 20,915 cuft
Storage Indication method used
Q (cfs)
24.00
16.00
12.00
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 4320
Time (min)
Hyd No. 14 Hyd No. 11 Total storage used = 20,915 cuft
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Pond Report
19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Pond No. 2 - Dry Pond C
Pond Data
Contours - User - defined contour areas. Conic method used
for volume calculation. Begining
Elevation = 303.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 303.00
5,100
0
0
1.00 304.00
5,450
5,274
5,274
2.00 305.00
5,775
5,611
10,885
3.00 306.00
6,000
5,887
16,771
4.00 307.00
6,350
6,174
22,945
5.00 308.00
6,700
6,524
29,468
6.00 309.00
7,100
6,898
36,367
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A] [B]
[C]
[D]
Rise (in) = 24.00
2.00
0.00
0.00
Crest Len (ft)
= 16.00 20.00
0.00
0.00
Span (in) = 24.00
2.00
0.00
0.00
Crest El. (ft)
= 306.50 307.75
0.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 303.00
303.00 0.00
0.00
Weir Type
= 1 Rect
- --
- --
Length (ft) = 60.00
1.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %) = 1.00
1.00
0.00
n/a
N -Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
5.00
4.00
milli
2.00
M
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Elev (ft)
309.00
308.00
307.00
Bill -VIt
305.00
304.00
0.00 ' ' ' ' ' ' ' ' ' ' ' ' ' ' 303.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0
Total Q Discharge (cfs)
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20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 15
Post C w/ pond
Hydrograph type
= Combine
Peak discharge
= 50.67 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 183,807 cuft
Inflow hyds.
= 10, 14
Contrib. drain. area
= 45.600 ac
Q (cfs)
60.00
50.00
K�
30.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Hyd No. 10 Hyd No. 14 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 16
bypass to Sabino way
crossing
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 8.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.01 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
• ffle
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
21
Friday, 00 14, 2013
= 16.14 cfs
= 718 min
= 32,283 cuft
= 77
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
MM
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)
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22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 17
Sabino way crossing
Hydrograph type
= Combine
Peak discharge
= 33.40 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 79,455 cuft
Inflow hyds.
= 7, 9, 16
Contrib. drain. area
= 23.000 ac
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Hyd No. 7 Hyd No. 9 Hyd No. 16 Time (min)
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23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 18
Route through roadway
Hydrograph type
= Reservoir
Peak discharge
= 32.08 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 79,455 cuft
Inflow hyd. No.
= 17 - Sabino way crossing
Max. Elevation
= 318.10 ft
Reservoir name
= Sabino way crossing
Max. Storage
= 950 cuft
Storage Indication method used
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 17 Total storage used = 950 cuft
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Pond Report 24
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Friday, 00 14, 2013
Pond No. 3 - Sabino way crossing
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 316.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
316.00
100
0
0
1.00
317.00
260
174
174
2.00
318.00
1,100
632
805
3.00
319.00
3,500
2,187
2,992
4.00
320.00
7,500
5,374
8,366
5.00
321.00
11,500
9,428
17,794
6.00
322.00
15,000
13,210
31,004
9.00
325.00
25,000
59,359
90,363
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A]
[B]
[C]
[D]
Rise (in)
= 48.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00
0.00
0.00
0.00
Span (in)
= 48.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 316.00
0.00
0.00
0.00
Weir Type
= - --
- --
- --
- --
Length (ft)
= 120.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope ( %)
= 2.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
Am
4.00
2.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
326.00
324.00
322.00
320.00
318.00
0.00 1 1 1 1 1 1 1 1 1 1 316.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0
Total Q Discharge (cfs)
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25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 19
Post combine
Hydrograph type
= Combine
Peak discharge
= 119.69 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 345,466 cuft
Inflow hyds.
= 13, 15, 18
Contrib. drain. area
= 0.000 ac
Q (cfs)
120.00
100.00
K�
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 13 Hyd No. 15 Hyd No. 18 Time (min)
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Hydrograph Summary Report
26
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
31.53
2
722
82,912
- - - - --
- - - - --
- - - - --
Pre Al
2
SCS Runoff
47.44
2
722
125,168
- - - - --
- - - - --
- - - - --
Pre 131
3
SCS Runoff
103.00
2
722
272,943
- - - - --
- - - - --
- - - - --
Pre C1
4
Combine
78.97
2
722
208,079
1, 2,
- - - - --
- - - - --
Pre Al and 131
5
Combine
181.96
2
722
481,022
3,4
- - - - --
- - - - --
Pre Al 131 C1
6
SCS Runoff
18.24
2
718
36,574
- - - - --
- - - - --
- - - - --
Post Al
7
SCS Runoff
15.56
2
722
42,390
- - - - --
- - - - --
- - - - --
Post 131 bypass
8
SCS Runoff
38.90
2
716
78,529
- - - - --
- - - - --
- - - - --
Post to BMP1
9
SCS Runoff
12.62
2
716
25,927
- - - - --
- - - - --
- - - - --
Post to roadway crossing
10
SCS Runoff
77.76
2
722
207,141
- - - - --
- - - - --
- - - - --
Post C1 bypass
11
SCS Runoff
30.22
2
716
61,222
- - - - --
- - - - --
- - - - --
Post C1 to BMP2
12
Reservoir
15.94
2
722
78,485
8
321.10
26,561
Route BMP1
13
Combine
35.06
2
720
115,059
6,12
- - - - --
- - - - --
Post Al bypass and BMP1
14
Reservoir
22.26
2
720
61,025
11
307.07
23,330
Route w/ BMP2
15
Combine
98.85
2
720
268,166
10,14
- - - - --
- - - - --
Post C w/ pond
16
SCS Runoff
22.93
2
718
45,979
- - - - --
- - - - --
- - - - --
bypass to Sabino way crossing
17
Combine
48.62
2
718
114,296
7, 9, 16
- - - - --
- - - - --
Sabino way crossing
18
Reservoir
46.66
2
718
114,296
17
318.63
2,058
Route through roadway
19
Combine
180.44
2
720
497,601
13, 15, 18
- - - - --
- - - - --
Post combine
Williams pre post trial 4.gpw
Return Period: 2 Year
Friday, 00 14, 2013
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pre Al
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 15.800 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
27
Friday, 00 14, 2013
= 31.53 cfs
= 722 min
= 82,912 cuft
= 75
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 2
Pre B1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 25.000 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre 1131
Hyd. No. 2 -- 2 Year
28
Friday, 00 14, 2013
= 47.44 cfs
= 722 min
= 125,168 cuft
= 74
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
r.T.T.11
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Pre C1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 57.200 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
K�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre C1
Hyd. No. 3 -- 2 Year
29
Friday, 00 14, 2013
= 103.00 cfs
= 722 min
= 272,943 cuft
= 73
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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30
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 4
Pre Al and B1
Hydrograph type
= Combine
Peak discharge
= 78.97 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 208,079 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 40.800 ac
Q (cfs)
80.00
70.00
50.00
K�
30.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 1 Hyd No. 2 Time (min)
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31
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 5
Pre Al B1 C1
Hydrograph type
= Combine
Peak discharge
= 181.96 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 481,022 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.200 ac
Q (cfs)
210.00
180.00
150.00
120.00
-1 1I
30.00
Q (cfs)
210.00
180.00
150.00
120.00
*1 10
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 6
Post Al
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 7.000 ac
Basin Slope
= 2.5%
Tc method
= User
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
• m
. Me
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
32
Friday, 00 14, 2013
= 18.24 cfs
= 718 min
= 36,574 cuft
= 77
= 1900 ft
= 5.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
1111M
M1111
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 7
Post B1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 10.900 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
• ffle
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
33
Friday, 00 14, 2013
= 15.56 cfs
= 722 min
= 42,390 cuft
= 69
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
MM
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 8
Post to BMP1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 13.200 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Post to BMP1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
34
Friday, 00 14, 2013
= 38.90 cfs
= 716 min
= 78,529 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 9
Post to roadway crossing
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
3.300 ac
Basin Slope =
0.0%
Tc method =
User
Total precip. =
3.64 in
Storm duration =
24 hrs
Q (cfs)
14.00
12.00
10.00
AM
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
35
Friday, 00 14, 2013
12.62 cfs
716 min
25,927 cuff
87
0 ft
5.00 min
Type II
484
Q (cfs)
14.00
12.00
10.00
1111M
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 9 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 10
Post C1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 45.600 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
50.00
K�
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
36
Friday, 00 14, 2013
77.76 cfs
722 min
207,141 cuff
72
1400 ft
11.71 min
Type II
484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post C1 to BMP2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 9.100 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post C1 to BMP2
37
Friday, 00 14, 2013
= 30.22 cfs
= 716 min
= 61,222 cuft
= 83
= 0 ft
= 5.00 min
= Type II
= 484
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38
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 12
Route BMP1
Hydrograph type
= Reservoir
Peak discharge
= 15.94 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 78,485 cuft
Inflow hyd. No.
= 8 - Post to BMP1
Max. Elevation
= 321.10 ft
Reservoir name
= Dry Basin B2
Max. Storage
= 26,561 cuft
Storage Indication method used
Route BMP1
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39
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9 Friday, 00 14, 2013
Hyd. No. 13
Post Al bypass and BMP1
Hydrograph type = Combine Peak discharge = 35.06 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 115,059 cuft
Inflow hyds. = 6, 12 Contrib. drain. area = 7.000 ac
Post Al bypass and BMP1
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40
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 14
Route w/ BMP2
Hydrograph type
= Reservoir
Peak discharge
= 22.26 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 61,025 cuft
Inflow hyd. No.
= 11 - Post C1 to BMP2
Max. Elevation
= 307.07 ft
Reservoir name
= Dry Pond C
Max. Storage
= 23,330 cuft
Storage Indication method used
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 11 Total storage used = 23,330 cuft
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Hydrograph
Report
41
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 15
Post C w/ pond
Hydrograph type
= Combine
Peak discharge
= 98.85 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 268,166 cuft
Inflow hyds.
= 10, 14
Contrib. drain. area
= 45.600 ac
Q (cfs)
100.00
-I 11
40.00
20.00
0.00
0 120 240
Hyd No. 15
Q (cfs)
100.00
:I I1
40.00
20.00
r.T.T.'s
360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Hyd No. 14 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 16
bypass to Sabino way
crossing
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 8.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
24.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
42
Friday, 00 14, 2013
= 22.93 cfs
= 718 min
= 45,979 cuft
= 77
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)
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43
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9 Friday, 00 14, 2013
Hyd. No. 17
Sabino way crossing
Hydrograph type = Combine Peak discharge = 48.62 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 114,296 cuft
Inflow hyds. = 7, 9, 16 Contrib. drain. area = 23.000 ac
Sabino way crossing
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44
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 18
Route through roadway
Hydrograph type
= Reservoir
Peak discharge
= 46.66 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 114,296 cuft
Inflow hyd. No.
= 17 - Sabino way crossing
Max. Elevation
= 318.63 ft
Reservoir name
= Sabino way crossing
Max. Storage
= 2,058 cuft
Storage Indication method used
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 17 Total storage used = 2,058 cuft
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45
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 19
Post combine
Hydrograph type
= Combine
Peak discharge
= 180.44 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 497,601 cuft
Inflow hyds.
= 13, 15, 18
Contrib. drain. area
= 0.000 ac
Q (cfs)
210.00
180.00
150.00
120.00
-1 1I
30.00
Q (cfs)
210.00
180.00
150.00
120.00
*1 10
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 13 Hyd No. 15 Hyd No. 18 Time (min)
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Hydrograph Summary Report
46
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
48.01
2
720
124,992
- - - - --
- - - - --
- - - - --
Pre Al
2
SCS Runoff
72.94
2
720
190,361
- - - - --
- - - - --
- - - - --
Pre 131
3
SCS Runoff
160.08
2
722
418,873
- - - - --
- - - - --
- - - - --
Pre C1
4
Combine
120.96
2
720
315,353
1, 2,
- - - - --
- - - - --
Pre Al and 131
5
Combine
280.97
2
720
734,226
3,4
- - - - --
- - - - --
Pre Al 131 C1
6
SCS Runoff
26.84
2
716
54,213
- - - - --
- - - - --
- - - - --
Post Al
7
SCS Runoff
25.61
2
722
67,653
- - - - --
- - - - --
- - - - --
Post 131 bypass
8
SCS Runoff
56.05
2
716
113,644
- - - - --
- - - - --
- - - - --
Post to BMP1
9
SCS Runoff
17.10
2
716
35,639
- - - - --
- - - - --
- - - - --
Post to roadway crossing
10
SCS Runoff
122.44
2
722
320,864
- - - - --
- - - - --
- - - - --
Post C1 bypass
11
SCS Runoff
42.36
2
716
86,612
- - - - --
- - - - --
- - - - --
Post C1 to BMP2
12
Reservoir
47.04
2
720
113,599
8
321.72
32,392
Route BMP1
13
Combine
77.36
2
718
167,812
6,12
- - - - --
- - - - --
Post Al bypass and BMP1
14
Reservoir
29.55
2
720
86,414
11
307.78
27,810
Route w/ BMP2
15
Combine
151.67
2
720
407,278
10,14
- - - - --
- - - - --
Post C w/ pond
16
SCS Runoff
33.75
2
716
68,153
- - - - --
- - - - --
- - - - --
bypass to Sabino way crossing
17
Combine
73.07
2
718
171,446
7, 9, 16
- - - - --
- - - - --
Sabino way crossing
18
Reservoir
67.82
2
720
171,446
17
319.30
4,460
Route through roadway
19
Combine
296.27
2
720
746,617
13, 15, 18
- - - - --
- - - - --
Post combine
Williams pre post trial 4.gpw
Return Period: 5 Year
Friday, 00 14, 2013
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pre Al
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 15.800 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Al
Hyd. No. 1 -- 5 Year
47
Friday, 00 14, 2013
= 48.01 cfs
= 720 min
= 124,992 cuft
= 75
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
r.T.T.'s
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 2
Pre B1
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 25.000 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
50.00
K�
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
48
Friday, 00 14, 2013
72.94 cfs
720 min
190,361 cuff
74
1900 ft
10.80 min
Type II
484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Pre C1
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 57.200 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
180.00
160.00
140.00
120.00
100.00
60.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
49
Friday, 00 14, 2013
160.08 cfs
722 min
418,873 cuff
73
1400 ft
11.71 min
Type II
484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
60.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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50
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 4
Pre Al and B1
Hydrograph type
= Combine
Peak discharge
= 120.96 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 315,353 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 40.800 ac
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 1 Hyd No. 2 Time (min)
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51
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 5
Pre Al B1 C1
Hydrograph type
= Combine
Peak discharge
= 280.97 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 734,226 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.200 ac
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 6
Post Al
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 7.000 ac
Basin Slope
= 2.5%
Tc method
= User
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
N. Me
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
52
Friday, 00 14, 2013
= 26.84 cfs
= 716 min
= 54,213 cuft
= 77
= 1900 ft
= 5.00 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
R1
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 7
Post B1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 10.900 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
N. Me
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
53
Friday, 00 14, 2013
= 25.61 cfs
= 722 min
= 67,653 cuft
= 69
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
R1
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 8
Post to BMP1
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 13.200 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
K�
30.00
10.00
r wIT.'M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post to BMP1
Hyd. No. 8 -- 5 Year
0 120 240 360 480 600 720
Hyd No. 8
54
Friday, 00 14, 2013
= 56.05 cfs
= 716 min
= 113,644 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
MWIT.'s
840 960 1080 1200 1320 1440
Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 9
Post to roadway crossing
Hydrograph type =
SCS Runoff
Storm frequency =
5 yrs
Time interval =
2 min
Drainage area =
3.300 ac
Basin Slope =
0.0%
Tc method =
User
Total precip. =
4.58 in
Storm duration =
24 hrs
Q (cfs)
18.00
15.00
12.00
• ffle
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
55
Friday, 00 14, 2013
17.10 cfs
716 min
35,639 cuff
87
0 ft
5.00 min
Type II
484
Q (cfs)
18.00
15.00
12.00
MM
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 9 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 10
Post C1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 45.600 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post C1 bypass
Hyd. No. 10 -- 5 Year
56
Friday, 00 14, 2013
= 122.44 cfs
= 722 min
= 320,864 cuft
= 72
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post C1 to BMP2
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 9.100 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
57
Friday, 00 14, 2013
42.36 cfs
716 min
86,612 cuff
83
0 ft
5.00 min
Type II
484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 11 Time (min)
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58
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 12
Route BMP1
Hydrograph type
= Reservoir
Peak discharge
= 47.04 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 113,599 cuft
Inflow hyd. No.
= 8 - Post to BMP1
Max. Elevation
= 321.72 ft
Reservoir name
= Dry Basin B2
Max. Storage
= 32,392 cuft
Storage Indication method used
Q (cfs)
60.00
50.00
K�
30.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 8 Total storage used = 32,392 cuft
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59
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 13
Post Al bypass and BMP1
Hydrograph type =
Combine
Peak discharge
= 77.36 cfs
Storm frequency =
5 yrs
Time to peak
= 718 min
Time interval =
2 min
Hyd. volume
= 167,812 cuft
Inflow hyds. =
6, 12
Contrib. drain. area
= 7.000 ac
Q (cfs)
80.00
70.00
50.00
K�
30.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Hyd No. 6 Hyd No. 12 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 14
Route w/ BMP2
Hydrograph type
= Reservoir
Peak discharge
= 29.55 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 86,414 cuft
Inflow hyd. No.
= 11 - Post C1 to BMP2
Max. Elevation
= 307.78 ft
Reservoir name
= Dry Pond C
Max. Storage
= 27,810 cuft
Storage Indication method used
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 11 Total storage used = 27,810 cuft
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61
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 15
Post C w/ pond
Hydrograph type
= Combine
Peak discharge
= 151.67 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 407,278 cuft
Inflow hyds.
= 10, 14
Contrib. drain. area
= 45.600 ac
Q (cfs)
160.00
140.00
120.00
100.00
-1 1I
K�
20.00
Q (cfs)
160.00
140.00
120.00
100.00
*1 10
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Hyd No. 10 Hyd No. 14 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 16
bypass to Sabino way
crossing
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 8.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 00 14, 2013
= 33.75 cfs
= 716 min
= 68,153 cuft
= 77
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)
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63
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 17
Sabino way crossing
Hydrograph type
= Combine
Peak discharge
= 73.07 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 171,446 cuft
Inflow hyds.
= 7, 9, 16
Contrib. drain. area
= 23.000 ac
Q (cfs)
80.00
70.00
50.00
K�
30.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Hyd No. 7 Hyd No. 9 Hyd No. 16 Time (min)
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64
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 18
Route through roadway
Hydrograph type
= Reservoir
Peak discharge
= 67.82 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 171,446 cuft
Inflow hyd. No.
= 17 - Sabino way crossing
Max. Elevation
= 319.30 ft
Reservoir name
= Sabino way crossing
Max. Storage
= 4,460 cuft
Storage Indication method used
Q (cfs)
80.00
70.00
50.00
K�
30.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 17 Total storage used = 4,460 cuft
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65
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 19
Post combine
Hydrograph type
= Combine
Peak discharge
= 296.27 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 746,617 cuft
Inflow hyds.
= 13, 15, 18
Contrib. drain. area
= 0.000 ac
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 13 Hyd No. 15 Hyd No. 18 Time (min)
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Hydrograph Summary Report
H-.
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
61.83
2
720
160,358
- - - - --
- - - - --
- - - - --
Pre Al
2
SCS Runoff
94.54
2
720
245,387
- - - - --
- - - - --
- - - - --
Pre 131
3
SCS Runoff
208.76
2
720
542,596
- - - - --
- - - - --
- - - - --
Pre C1
4
Combine
156.37
2
720
405,746
1, 2,
- - - - --
- - - - --
Pre Al and 131
5
Combine
365.13
2
720
948,341
3,4
- - - - --
- - - - --
Pre Al 131 C1
6
SCS Runoff
34.02
2
716
68,914
- - - - --
- - - - --
- - - - --
Post Al
7
SCS Runoff
34.15
2
722
89,484
- - - - --
- - - - --
- - - - --
Post 131 bypass
8
SCS Runoff
69.90
2
716
142,572
- - - - --
- - - - --
- - - - --
Post to BMP1
9
SCS Runoff
20.62
2
716
43,457
- - - - --
- - - - --
- - - - --
Post to roadway crossing
10
SCS Runoff
160.43
2
720
417,722
- - - - --
- - - - --
- - - - --
Post C1 bypass
11
SCS Runoff
52.04
2
716
107,307
- - - - --
- - - - --
- - - - --
Post C1 to BMP2
12
Reservoir
65.75
2
718
142,528
8
321.91
34,120
Route BMP1
13
Combine
101.25
2
718
211,441
6,12
- - - - --
- - - - --
Post Al bypass and BMP1
14
Reservoir
44.61
2
720
107,109
11
308.14
30,172
Route w/ BMP2
15
Combine
205.04
2
720
524,831
10,14
- - - - --
- - - - --
Post C w/ pond
16
SCS Runoff
42.77
2
716
86,634
- - - - --
- - - - --
- - - - --
bypass to Sabino way crossing
17
Combine
93.28
2
718
219,575
7, 9, 16
- - - - --
- - - - --
Sabino way crossing
18
Reservoir
83.87
2
720
219,575
17
319.90
7,813
Route through roadway
19
Combine
379.76
2
720
955,928
13, 15, 18
- - - - --
- - - - --
Post combine
Williams pre post trial 4.gpw
Return Period: 10 Year
Friday, 00 14, 2013
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pre Al
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 15.800 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Al
Hyd. No. 1 -- 10 Year
67
Friday, 00 14, 2013
= 61.83 cfs
= 720 min
= 160,358 cuft
= 75
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 2
Pre B1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 25.000 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre 1131
Hyd. No. 2 -- 10 Year
Friday, 00 14, 2013
= 94.54 cfs
= 720 min
= 245,387 cuft
= 74
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Pre C1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 57.200 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
210.00
180.00
150.00
120.00
-1 1I
30.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre C1
Hyd. No. 3 -- 10 Year
Friday, 00 14, 2013
= 208.76 cfs
= 720 min
= 542,596 cuft
= 73
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
*1 10
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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70
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 4
Pre Al and B1
Hydrograph type
= Combine
Peak discharge
= 156.37 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 405,746 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 40.800 ac
Q (cfs)
160.00
140.00
120.00
100.00
-1 1I
K�
20.00
Q (cfs)
160.00
140.00
120.00
100.00
*1 10
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 1 Hyd No. 2 Time (min)
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71
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 5
Pre Al B1 C1
Hydrograph type
= Combine
Peak discharge
= 365.13 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 948,341 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.200 ac
Q (cfs)
400.00
350.00
250.00
200.00
150.00
100.00
50.00
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 6
Post Al
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 7.000 ac
Basin Slope
= 2.5%
Tc method
= User
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Post Al
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
72
Friday, 00 14, 2013
= 34.02 cfs
= 716 min
= 68,914 cuft
= 77
= 1900 ft
= 5.00 min
= Type II
= 484
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 7
Post B1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 10.900 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
73
Friday, 00 14, 2013
= 34.15 cfs
= 722 min
= 89,484 cuft
= 69
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 8
Post to BMP1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 13.200 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
r wIT.'M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post to BMP1
Hyd. No. 8 -- 10 Year
0 120 240 360 480 600 720
Hyd No. 8
74
Friday, 00 14, 2013
= 69.90 cfs
= 716 min
= 142,572 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
r.T.TA
840 960 1080 1200 1320 1440
Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 9
Post to roadway crossing
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
3.300 ac
Basin Slope =
0.0%
Tc method =
User
Total precip. =
5.32 in
Storm duration =
24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
• m
. Me
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
75
Friday, 00 14, 2013
20.62 cfs
716 min
43,457 cuff
87
0 ft
5.00 min
Type II
484
Q (cfs)
21.00
18.00
15.00
12.00
1111M
M1111
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 10
Post C1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 45.600 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
180.00
160.00
140.00
120.00
100.00
60.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
76
Friday, 00 14, 2013
160.43 cfs
720 min
417,722 cuff
72
1400 ft
11.71 min
Type II
484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
60.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post C1 to BMP2
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 9.100 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
K�
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
77
Friday, 00 14, 2013
52.04 cfs
716 min
107,307 cuff
83
0 ft
5.00 min
Type II
484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 11 Time (min)
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78
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 12
Route BMP1
Hydrograph type
= Reservoir
Peak discharge
= 65.75 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 142,528 cuft
Inflow hyd. No.
= 8 - Post to BMP1
Max. Elevation
= 321.91 ft
Reservoir name
= Dry Basin B2
Max. Storage
= 34,120 cuft
Storage Indication method used
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 12 Hyd No. 8 Total storage used = 34,120 cuft
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79
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 13
Post Al bypass and BMP1
Hydrograph type =
Combine
Peak discharge
= 101.25 cfs
Storm frequency =
10 yrs
Time to peak
= 718 min
Time interval =
2 min
Hyd. volume
= 211,441 cuft
Inflow hyds. =
6, 12
Contrib. drain. area
= 7.000 ac
Post Al bypass and BMP1
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 14
Route w/ BMP2
Hydrograph type
= Reservoir
Peak discharge
= 44.61 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 107,109 cuft
Inflow hyd. No.
= 11 - Post C1 to BMP2
Max. Elevation
= 308.14 ft
Reservoir name
= Dry Pond C
Max. Storage
= 30,172 cuft
Storage Indication method used
Q (cfs)
60.00
50.00
K�
30.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 11 Total storage used = 30,172 cuft
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81
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 15
Post C w/ pond
Hydrograph type
= Combine
Peak discharge
= 205.04 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 524,831 cuft
Inflow hyds.
= 10, 14
Contrib. drain. area
= 45.600 ac
Q (cfs)
210.00
180.00
150.00
120.00
-1 1I
30.00
Q (cfs)
210.00
180.00
150.00
120.00
*1 10
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Hyd No. 10 Hyd No. 14 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 16
bypass to Sabino way
crossing
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 8.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
ri.T.'M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 00 14, 2013
= 42.77 cfs
= 716 min
= 86,634 cuft
= 77
= 0 ft
= 5.00 min
= Type II
= 484
0 120 240 360 480 600 720
Hyd No. 16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
r.T.TA
840 960 1080 1200 1320 1440
Time (min)
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83
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 17
Sabino way crossing
Hydrograph type
= Combine
Peak discharge
= 93.28 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 219,575 cuft
Inflow hyds.
= 7, 9, 16
Contrib. drain. area
= 23.000 ac
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Hyd No. 7 Hyd No. 9 Hyd No. 16 Time (min)
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84
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 18
Route through roadway
Hydrograph type
= Reservoir
Peak discharge
= 83.87 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 219,575 cuft
Inflow hyd. No.
= 17 - Sabino way crossing
Max. Elevation
= 319.90 ft
Reservoir name
= Sabino way crossing
Max. Storage
= 7,813 cuft
Storage Indication method used
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 17 Total storage used = 7,813 cuft
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85
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 19
Post combine
Hydrograph type
= Combine
Peak discharge
= 379.76 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 955,928 cuft
Inflow hyds.
= 13, 15, 18
Contrib. drain. area
= 0.000 ac
Q (cfs)
420.00
c11 1I
240.00
180.00
120.00
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 13 Hyd No. 15 Hyd No. 18 Time (min)
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Hydrograph Summary Report
:.
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
81.48
2
720
211,369
- - - - --
- - - - --
- - - - --
Pre Al
2
SCS Runoff
125.35
2
720
325,007
- - - - --
- - - - --
- - - - --
Pre 131
3
SCS Runoff
278.59
2
720
722,194
- - - - --
- - - - --
- - - - --
Pre C1
4
Combine
206.84
2
720
536,376
1, 2,
- - - - --
- - - - --
Pre Al and 131
5
Combine
485.43
2
720
1,258,569
3,4
- - - - --
- - - - --
Pre Al 131 C1
6
SCS Runoff
44.12
2
716
89,991
- - - - --
- - - - --
- - - - --
Post Al
7
SCS Runoff
46.76
2
720
121,617
- - - - --
- - - - --
- - - - --
Post 131 bypass
8
SCS Runoff
89.21
2
716
183,701
- - - - --
- - - - --
- - - - --
Post to BMP1
9
SCS Runoff
25.47
2
716
54,391
- - - - --
- - - - --
- - - - --
Post to roadway crossing
10
SCS Runoff
215.51
2
720
558,791
- - - - --
- - - - --
- - - - --
Post C1 bypass
11
SCS Runoff
65.44
2
716
136,508
- - - - --
- - - - --
- - - - --
Post C1 to BMP2
12
Reservoir
86.49
2
718
183,656
8
322.08
35,906
Route BMP1
13
Combine
130.58
2
718
273,647
6,12
- - - - --
- - - - --
Post Al bypass and BMP1
14
Reservoir
62.14
2
718
136,310
11
308.36
31,835
Route w/ BMP2
15
Combine
273.30
2
720
695,100
10,14
- - - - --
- - - - --
Post C w/ pond
16
SCS Runoff
55.47
2
716
113,131
- - - - --
- - - - --
- - - - --
bypass to Sabino way crossing
17
Combine
122.02
2
718
289,139
7, 9, 16
- - - - --
- - - - --
Sabino way crossing
18
Reservoir
99.38
2
720
289,138
17
320.76
14,949
Route through roadway
19
Combine
488.05
2
718
1,257,966
13, 15, 18
- - - - --
- - - - --
Post combine
Williams pre post trial 4.gpw
Return Period: 25 Year
Friday, 00 14, 2013
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pre Al
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 15.800 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
87
Friday, 00 14, 2013
81.48 cfs
720 min
211,369 cuff
75
1900 ft
10.80 min
Type II
484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 2
Pre B1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 25.000 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre 1131
Hyd. No. 2 -- 25 Year
Friday, 00 14, 2013
= 125.35 cfs
= 720 min
= 325,007 cuft
= 74
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Pre C1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 57.200 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
-I 11
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre C1
Hyd. No. 3 -- 25 Year
Friday, 00 14, 2013
= 278.59 cfs
= 720 min
= 722,194 cuft
= 73
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
:I I1
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 4
Pre Al and B1
Hydrograph type
= Combine
Peak discharge
= 206.84 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 536,376 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 40.800 ac
Q (cfs)
210.00
180.00
150.00
120.00
-1 1I
30.00
Q (cfs)
210.00
180.00
150.00
120.00
*1 10
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 1 Hyd No. 2 Time (min)
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91
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 5
Pre Al B1 C1
Hydrograph type
= Combine
Peak discharge
= 485.43 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 1,258,569 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.200 ac
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 6
Post Al
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 7.000 ac
Basin Slope
= 2.5%
Tc method
= User
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Post Al
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 00 14, 2013
= 44.12 cfs
= 716 min
= 89,991 cuft
= 77
= 1900 ft
= 5.00 min
= Type II
= 484
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 7
Post B1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 10.900 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 7
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post 1131 bypass
Hyd. No. 7 -- 25 Year
93
Friday, 00 14, 2013
= 46.76 cfs
= 720 min
= 121,617 cuft
= 69
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
r.T.T.11
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 8
Post to BMP1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 13.200 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
94
Friday, 00 14, 2013
89.21 cfs
716 min
183,701 cuff
80
Oft
5.00 min
Type II
484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 9
Post to roadway crossing
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
2 min
Drainage area =
3.300 ac
Basin Slope =
0.0%
Tc method =
User
Total precip. =
6.34 in
Storm duration =
24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
N. Me
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
95
Friday, 00 14, 2013
25.47 cfs
716 min
54,391 cuff
87
0 ft
5.00 min
Type II
484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
R1
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 10
Post C1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 45.600 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Q (cfs)
240.00
210.00
180.00
150.00
120.00
•1 II
30.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 00 14, 2013
215.51 cfs
720 min
558,791 cuff
72
1400 ft
11.71 min
Type II
484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
•I I1
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post C1 to BMP2
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 9.100 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
97
Friday, 00 14, 2013
65.44 cfs
716 min
136,508 cuff
83
0 ft
5.00 min
Type II
484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 11 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 12
Route BMP1
Hydrograph type
= Reservoir
Peak discharge
= 86.49 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 183,656 cuft
Inflow hyd. No.
= 8 - Post to BMP1
Max. Elevation
= 322.08 ft
Reservoir name
= Dry Basin B2
Max. Storage
= 35,906 cuft
Storage Indication method used
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 12 Hyd No. 8 Total storage used = 35,906 cuft
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 13
Post Al bypass and BMP1
Hydrograph type =
Combine
Peak discharge
= 130.58 cfs
Storm frequency =
25 yrs
Time to peak
= 718 min
Time interval =
2 min
Hyd. volume
= 273,647 cuft
Inflow hyds. =
6, 12
Contrib. drain. area
= 7.000 ac
Post Al bypass and BMP1
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100
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 14
Route w/ BMP2
Hydrograph type
= Reservoir
Peak discharge
= 62.14 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 136,310 cuft
Inflow hyd. No.
= 11 - Post C1 to BMP2
Max. Elevation
= 308.36 ft
Reservoir name
= Dry Pond C
Max. Storage
= 31,835 cuft
Storage Indication method used
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 14 Hyd No. 11 Total storage used = 31,835 cuft
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101
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 15
Post C w/ pond
Hydrograph type
= Combine
Peak discharge
= 273.30 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 695,100 cuft
Inflow hyds.
= 10, 14
Contrib. drain. area
= 45.600 ac
Q (cfs)
280.00
240.00
200.00
160.00
120.00
-I 11
40.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
:I I1
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Hyd No. 10 Hyd No. 14 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 16
bypass to Sabino way
crossing
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 8.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.34 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
K�
30.00
10.00
ri.T.'M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
102
Friday, 00 14, 2013
= 55.47 cfs
= 716 min
= 113,131 cuft
= 77
= 0 ft
= 5.00 min
= Type II
= 484
0 120 240 360 480 600 720
Hyd No. 16
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
r.T.TA
840 960 1080 1200 1320 1440
Time (min)
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103
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 17
Sabino way crossing
Hydrograph type
= Combine
Peak discharge
= 122.02 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 289,139 cuft
Inflow hyds.
= 7, 9, 16
Contrib. drain. area
= 23.000 ac
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Hyd No. 7 Hyd No. 9 Hyd No. 16 Time (min)
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104
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 18
Route through roadway
Hydrograph type
= Reservoir
Peak discharge
= 99.38 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 289,138 cuft
Inflow hyd. No.
= 17 - Sabino way crossing
Max. Elevation
= 320.76 ft
Reservoir name
= Sabino way crossing
Max. Storage
= 14,949 cuft
Storage Indication method used
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 17 Total storage used = 14,949 cuft
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105
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 19
Post combine
Hydrograph type
= Combine
Peak discharge
= 488.05 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,257,966 cuft
Inflow hyds.
= 13, 15, 18
Contrib. drain. area
= 0.000 ac
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 13 Hyd No. 15 Hyd No. 18 Time (min)
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Hydrograph Summary Report
106
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
97.59
2
720
253,780
- - - - --
- - - - --
- - - - --
Pre Al
2
SCS Runoff
150.69
2
720
391,365
- - - - --
- - - - --
- - - - --
Pre 131
3
SCS Runoff
336.16
2
720
872,249
- - - - --
- - - - --
- - - - --
Pre C1
4
Combine
248.28
2
720
645,144
1, 2,
- - - - --
- - - - --
Pre Al and 131
5
Combine
584.45
2
720
1,517,394
3,4
- - - - --
- - - - --
Pre Al 131 C1
6
SCS Runoff
52.35
2
716
107,434
- - - - --
- - - - --
- - - - --
Post Al
7
SCS Runoff
57.36
2
720
148,754
- - - - --
- - - - --
- - - - --
Post 131 bypass
8
SCS Runoff
104.83
2
716
217,523
- - - - --
- - - - --
- - - - --
Post to BMP1
9
SCS Runoff
29.35
2
716
63,273
- - - - --
- - - - --
- - - - --
Post to roadway crossing
10
SCS Runoff
261.06
2
720
676,958
- - - - --
- - - - --
- - - - --
Post C1 bypass
11
SCS Runoff
76.21
2
716
160,384
- - - - --
- - - - --
- - - - --
Post C1 to BMP2
12
Reservoir
101.94
2
718
217,478
8
322.20
37,220
Route BMP1
13
Combine
153.96
2
718
324,913
6,12
- - - - --
- - - - --
Post Al bypass and BMP1
14
Reservoir
73.97
2
718
160,186
11
308.48
32,800
Route w/ BMP2
15
Combine
328.09
2
720
837,144
10,14
- - - - --
- - - - --
Post C w/ pond
16
SCS Runoff
65.81
2
716
135,060
- - - - --
- - - - --
- - - - --
bypass to Sabino way crossing
17
Combine
145.60
2
718
347,087
7, 9, 16
- - - - --
- - - - --
Sabino way crossing
18
Reservoir
111.27
2
722
347,086
17
321.42
22,851
Route through roadway
19
Combine
576.49
2
718
1,509,223
13, 15, 18
- - - - --
- - - - --
Post combine
Williams pre post trial 4.gpw
Return Period: 50 Year
Friday, 00 14, 2013
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pre Al
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 15.800 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Al
Hyd. No. 1 -- 50 Year
107
Friday, 00 14, 2013
= 97.59 cfs
= 720 min
= 253,780 cuft
= 75
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 2
Pre B1
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 25.000 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
160.00
140.00
120.00
100.00
-1 1I
K�
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
108
Friday, 00 14, 2013
150.69 cfs
720 min
391,365 cuff
74
1900 ft
10.80 min
Type II
484
Q (cfs)
160.00
140.00
120.00
100.00
*1 10
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Pre C1
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 57.200 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
350.00
250.00
200.00
150.00
100.00
50.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre C1
Hyd. No. 3 -- 50 Year
109
Friday, 00 14, 2013
= 336.16 cfs
= 720 min
= 872,249 cuft
= 73
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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110
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 4
Pre Al and B1
Hydrograph type
= Combine
Peak discharge
= 248.28 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 645,144 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 40.800 ac
Q (cfs)
280.00
240.00
200.00
160.00
120.00
-I 11
40.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
:I I1
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 1 Hyd No. 2 Time (min)
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111
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 5
Pre Al B1 C1
Hydrograph type
= Combine
Peak discharge
= 584.45 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 1,517,394 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.200 ac
Q (cfs)
640.00
560.00
480.00
400.00
320.00
240.00
160.00
-I 11
Q (cfs)
640.00
560.00
480.00
400.00
320.00
240.00
160.00
:I I1
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 6
Post Al
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 7.000 ac
Basin Slope
= 2.5%
Tc method
= User
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
K�
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
112
Friday, 00 14, 2013
52.35 cfs
716 min
107,434 cuff
77
1900 ft
5.00 min
Type II
484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 7
Post B1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 10.900 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
K�
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post 1131 bypass
Hyd. No. 7 -- 50 Year
113
Friday, 00 14, 2013
= 57.36 cfs
= 720 min
= 148,754 cuft
= 69
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 8
Post to BMP1
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 13.200 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
K�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
114
Friday, 00 14, 2013
104.83 cfs
716 min
217,523 cuff
80
0 ft
5.00 min
Type II
484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 9
Post to roadway crossing
Hydrograph type =
SCS Runoff
Storm frequency =
50 yrs
Time interval =
2 min
Drainage area =
3.300 ac
Basin Slope =
0.0%
Tc method =
User
Total precip. =
7.16 in
Storm duration =
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post to roadway crossing
115
Friday, 00 14, 2013
29.35 cfs
716 min
63,273 cuff
87
0 ft
5.00 min
Type II
484
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 10
Post C1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 45.600 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
-I 11
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post C1 bypass
Hyd. No. 10 -- 50 Year
116
Friday, 00 14, 2013
= 261.06 cfs
= 720 min
= 676,958 cuft
= 72
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
:I I1
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post C1 to BMP2
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 9.100 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
50.00
K�
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
117
Friday, 00 14, 2013
76.21 cfs
716 min
160,384 cuff
83
0 ft
5.00 min
Type II
484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 11 Time (min)
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118
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 12
Route BMP1
Hydrograph type
= Reservoir
Peak discharge
= 101.94 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 217,478 cuft
Inflow hyd. No.
= 8 - Post to BMP1
Max. Elevation
= 322.20 ft
Reservoir name
= Dry Basin B2
Max. Storage
= 37,220 cuft
Storage Indication method used
Route BMP1
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119
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 13
Post Al bypass and BMP1
Hydrograph type =
Combine
Peak discharge
= 153.96 cfs
Storm frequency =
50 yrs
Time to peak
= 718 min
Time interval =
2 min
Hyd. volume
= 324,913 cuft
Inflow hyds. =
6, 12
Contrib. drain. area
= 7.000 ac
Q (cfs)
160.00
140.00
120.00
100.00
-1 1I
K�
20.00
Q (cfs)
160.00
140.00
120.00
100.00
*1 10
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 13 Hyd No. 6 Hyd No. 12 Time (min)
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120
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 14
Route w/ BMP2
Hydrograph type
= Reservoir
Peak discharge
= 73.97 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 160,186 cuft
Inflow hyd. No.
= 11 - Post C1 to BMP2
Max. Elevation
= 308.48 ft
Reservoir name
= Dry Pond C
Max. Storage
= 32,800 cuft
Storage Indication method used
Route w/ BMP2
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121
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 15
Post C w/ pond
Hydrograph type
= Combine
Peak discharge
= 328.09 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 837,144 cuft
Inflow hyds.
= 10, 14
Contrib. drain. area
= 45.600 ac
Q (cfs)
350.00
250.00
200.00
150.00
100.00
50.00
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Hyd No. 10 Hyd No. 14 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 16
bypass to Sabino way
crossing
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 8.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.16 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
122
Friday, 00 14, 2013
65.81 cfs
716 min
135,060 cuff
77
0 ft
5.00 min
Type II
484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 16 Time (min)
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123
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 17
Sabino way crossing
Hydrograph type
= Combine
Peak discharge
= 145.60 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 347,087 cuft
Inflow hyds.
= 7, 9, 16
Contrib. drain. area
= 23.000 ac
Q (cfs)
160.00
140.00
120.00
100.00
-1 1I
K�
20.00
Q (cfs)
160.00
140.00
120.00
100.00
*1 10
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Hyd No. 7 Hyd No. 9 Hyd No. 16 Time (min)
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124
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 18
Route through roadway
Hydrograph type
= Reservoir
Peak discharge
= 111.27 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 347,086 cuft
Inflow hyd. No.
= 17 - Sabino way crossing
Max. Elevation
= 321.42 ft
Reservoir name
= Sabino way crossing
Max. Storage
= 22,851 cuft
Storage Indication method used
Q (cfs)
160.00
140.00
120.00
100.00
-1 1I
K�
20.00
Q (cfs)
160.00
140.00
120.00
100.00
*1 10
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 17 Total storage used = 22,851 cuft
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125
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 19
Post combine
Hydrograph type
= Combine
Peak discharge
= 576.49 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,509,223 cuft
Inflow hyds.
= 13, 15, 18
Contrib. drain. area
= 0.000 ac
Q (cfs)
640.00
560.00
480.00
400.00
320.00
240.00
160.00
-I 11
Q (cfs)
640.00
560.00
480.00
400.00
320.00
240.00
160.00
:I I1
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 13 Hyd No. 15 Hyd No. 18 Time (min)
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Hydrograph Summary Report
126
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
114.27
2
720
298,196
- - - - --
- - - - --
- - - - --
Pre Al
2
SCS Runoff
176.97
2
720
460,974
- - - - --
- - - - --
- - - - --
Pre 131
3
SCS Runoff
395.99
2
720
1,029,926
- - - - --
- - - - --
- - - - --
Pre C1
4
Combine
291.24
2
720
759,169
1, 2,
- - - - --
- - - - --
Pre Al and 131
5
Combine
687.23
2
720
1,789,095
3,4
- - - - --
- - - - --
Pre Al 131 C1
6
SCS Runoff
60.82
2
716
125,645
- - - - --
- - - - --
- - - - --
Post Al
7
SCS Runoff
68.46
2
720
177,480
- - - - --
- - - - --
- - - - --
Post 131 bypass
8
SCS Runoff
120.85
2
716
252,682
- - - - --
- - - - --
- - - - --
Post to BMP1
9
SCS Runoff
33.30
2
716
72,432
- - - - --
- - - - --
- - - - --
Post to roadway crossing
10
SCS Runoff
308.49
2
720
801,345
- - - - --
- - - - --
- - - - --
Post C1 bypass
11
SCS Runoff
87.23
2
716
185,111
- - - - --
- - - - --
- - - - --
Post C1 to BMP2
12
Reservoir
117.86
2
718
252,637
8
322.33
38,489
Route BMP1
13
Combine
177.85
2
718
378,282
6,12
- - - - --
- - - - --
Post Al bypass and BMP1
14
Reservoir
85.14
2
718
184,913
11
308.61
33,633
Route w/ BMP2
15
Combine
384.76
2
720
986,258
10,14
- - - - --
- - - - --
Post C w/ pond
16
SCS Runoff
76.45
2
716
157,954
- - - - --
- - - - --
- - - - --
bypass to Sabino way crossing
17
Combine
170.05
2
718
407,866
7, 9, 16
- - - - --
- - - - --
Sabino way crossing
18
Reservoir
122.15
2
722
407,866
17
322.08
32,539
Route through roadway
19
Combine
665.18
2
718
1,772,487
13, 15, 18
- - - - --
- - - - --
Post combine
Williams pre post trial 4.gpw
Return Period: 100 Year
Friday, 00 14, 2013
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pre Al
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 15.800 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
K�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Al
Hyd. No. 1 -- 100 Year
127
Friday, 00 14, 2013
= 114.27 cfs
= 720 min
= 298,196 cuft
= 75
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 2
Pre B1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 25.000 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
180.00
150.00
120.00
30.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre 1131
Hyd. No. 2 -- 100 Year
128
Friday, 00 14, 2013
= 176.97 cfs
= 720 min
= 460,974 cuft
= 74
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
180.00
150.00
120.00
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 3
Pre C1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 57.200 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
420.00
c11 1I
240.00
180.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre C1
Hyd. No. 3 -- 100 Year
129
Friday, 00 14, 2013
= 395.99 cfs
= 720 min
= 1,029,926 cuft
= 73
= 1400 ft
= 11.71 min
= Type II
= 484
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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130
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 4
Pre Al and B1
Hydrograph type
= Combine
Peak discharge
= 291.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 759,169 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 40.800 ac
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 1 Hyd No. 2 Time (min)
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131
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 5
Pre Al B1 C1
Hydrograph type
= Combine
Peak discharge
= 687.23 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 1,789,095 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.200 ac
Q (cfs)
700.00
500.00
400.00
200.00
100.00
Q (cfs)
700.00
500.00
400.00
300.00
200.00
100.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 6
Post Al
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 7.000 ac
Basin Slope
= 2.5%
Tc method
= User
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
132
Friday, 00 14, 2013
60.82 cfs
716 min
125,645 cuff
77
1900 ft
5.00 min
Type II
484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 7
Post B1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.900 ac
Basin Slope
= 2.5%
Tc method
= KIRPICH
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
K�
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post 1131 bypass
Hyd. No. 7 -- 100 Year
133
Friday, 00 14, 2013
= 68.46 cfs
= 720 min
= 177,480 cuft
= 69
= 1900 ft
= 10.80 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 8
Post to BMP1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 13.200 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
134
Friday, 00 14, 2013
120.85 cfs
716 min
252,682 cuff
80
0 ft
5.00 min
Type II
484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 9
Post to roadway crossing
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
3.300 ac
Basin Slope =
0.0%
Tc method =
User
Total precip. =
8.00 in
Storm duration =
24 hrs
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
135
Friday, 00 14, 2013
33.30 cfs
716 min
72,432 cuff
87
0 ft
5.00 min
Type II
484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 10
Post C1 bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 45.600 ac
Basin Slope
= 1.1 %
Tc method
= KIRPICH
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
136
Friday, 00 14, 2013
308.49 cfs
720 min
801,345 cuff
72
1400 ft
11.71 min
Type II
484
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post C1 to BMP2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.100 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post C1 to BMP2
137
Friday, 00 14, 2013
87.23 cfs
716 min
185,111 cuff
83
0 ft
5.00 min
Type II
484
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138
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 12
Route BMP1
Hydrograph type
= Reservoir
Peak discharge
= 117.86 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 252,637 cuft
Inflow hyd. No.
= 8 - Post to BMP1
Max. Elevation
= 322.33 ft
Reservoir name
= Dry Basin B2
Max. Storage
= 38,489 cuft
Storage Indication method used
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 12 Hyd No. 8 Total storage used = 38,489 cuft
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139
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 13
Post Al bypass and BMP1
Hydrograph type =
Combine
Peak discharge
= 177.85 cfs
Storm frequency =
100 yrs
Time to peak
= 718 min
Time interval =
2 min
Hyd. volume
= 378,282 cuft
Inflow hyds. =
6, 12
Contrib. drain. area
= 7.000 ac
Post Al bypass and BMP1
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140
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 14
Route w/ BMP2
Hydrograph type
= Reservoir
Peak discharge
= 85.14 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 184,913 cuft
Inflow hyd. No.
= 11 - Post C1 to BMP2
Max. Elevation
= 308.61 ft
Reservoir name
= Dry Pond C
Max. Storage
= 33,633 cuft
Storage Indication method used
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 14 Hyd No. 11 Total storage used = 33,633 cuft
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141
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 15
Post C w/ pond
Hydrograph type
= Combine
Peak discharge
= 384.76 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 986,258 cuft
Inflow hyds.
= 10, 14
Contrib. drain. area
= 45.600 ac
Q (cfs)
420.00
c11 1I
240.00
180.00
120.00
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Hyd No. 10 Hyd No. 14 Time (min)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 16
bypass to Sabino way
crossing
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 8.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
50.00
K�
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
142
Friday, 00 14, 2013
76.45 cfs
716 min
157,954 cuff
77
0 ft
5.00 min
Type II
484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 16 Time (min)
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143
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 17
Sabino way crossing
Hydrograph type
= Combine
Peak discharge
= 170.05 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 407,866 cuft
Inflow hyds.
= 7, 9, 16
Contrib. drain. area
= 23.000 ac
Q (cfs)
180.00
160.00
140.00
120.00
100.00
60.00
40.00
20.00
Q (cfs)
180.00
160.00
140.00
120.00
100.00
60.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Hyd No. 7 Hyd No. 9 Hyd No. 16 Time (min)
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144
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 18
Route through roadway
Hydrograph type
= Reservoir
Peak discharge
= 122.15 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 407,866 cuft
Inflow hyd. No.
= 17 - Sabino way crossing
Max. Elevation
= 322.08 ft
Reservoir name
= Sabino way crossing
Max. Storage
= 32,539 cuft
Storage Indication method used
Q (cfs)
180.00
160.00
140.00
120.00
100.00
60.00
40.00
20.00
Q (cfs)
180.00
160.00
140.00
120.00
100.00
60.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 17 Total storage used = 32,539 cuft
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145
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 14, 2013
Hyd. No. 19
Post combine
Hydrograph type
= Combine
Peak discharge
= 665.18 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,772,487 cuft
Inflow hyds.
= 13, 15, 18
Contrib. drain. area
= 0.000 ac
Q (cfs)
700.00
500.00
400.00
200.00
100.00
Q (cfs)
700.00
500.00
400.00
300.00
200.00
100.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 13 Hyd No. 15 Hyd No. 18 Time (min)
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Storm Sewer Tables
10

m
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Ct
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N
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H
00
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Ct
O
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C- Factor Calculation
14:17:38 2013
Project: Williams tract
02/04/13
Location: Area 1
Developed
C- factor (CF)
Cover description
Streets Drives and Walks
Streets, Concrete
Lawns, Heavy Soil, Average, 2 -70
CF (weighted): 0.624
Total Area: 0.722 Acre
C- Factor Calculation
Area(Acre)
14:18:34 2013
0.257
Project: Williams tract
0.158
02/04/13
0.307
Location: Area 2
2.780
Developed
C- factor (CF)
Cover description
Streets Drives and Walks
Roofs Flat
Streets, Concrete
Lawns, Heavy Soil, Average,
2 -7%
CF (weighted): 0.421
Total Area: 3.913
Acre
C- Factor Calculation
14:23:25 2013
Project: Williams tract
02/04/13
Location: Area 3
Developed
C- factor (CF)
Cover description
Streets Drives and Walks
Roofs Flat
Streets, Concrete
Lawns, Heavy Soil, Average,
2 -7%
CF (weighted): 0.438
Total Area: 4.650
Acre
Mon Feb 04
By: DS Date:
Checked: Date:
CF
Area(Acre)
0.950
0.257
0.880
0.158
0.220
0.307
Mon Feb 04
By: DS Date:
Checked: Date:
CF
Area(Acre)
0.950
0.301
0.900
0.802
0.880
0.030
0.220
2.780
Mon Feb 04
By: DS Date:
Checked: Date:
CF
Area(Acre)
0.950
0.309
0.900
1.030
0.880
0.133
0.220
3.178

C- Factor Calculation
Area(Acre)
14:24:50 2013
0.274
Project: Williams tract
0.855
02/04/13
1.381
Location: Area 4
1.063
Developed
C- factor (CF)
Cover description
Streets Drives and Walks
Roofs Flat
Lawns, Heavy Soil, Average,
2 -7%
CF (weighted): 0.531
Total Area: 2.510
Acre
C- Factor Calculation
14:26:30 2013
Project: Williams tract
02/04/13
Location: Area 5
Developed
C- factor (CF)
Cover description
Streets Drives and Walks
Roofs Flat
Streets, Concrete
Lawns, Heavy Soil, Average,
2 -7%
CF (weighted): 0.418
Total Area: 1.480
Acre
C- Factor Calculation
14:27:24 2013
Project: Williams tract
02/04/13
Location: Area 6
Developed
C- factor (CF)
Cover description
Streets Drives and Walks
Lawns, Heavy Soil, Average,
2 -7%
CF (weighted): 0.520
Total Area: 0.467
Acre
C- Factor Calculation
14:28:19 2013
Mon Feb 04
By: DS Date:
Checked: Date:
CF
Area(Acre)
0.950
0.274
0.900
0.855
0.220
1.381
Mon Feb 04
By: DS Date:
Checked: Date:
CF
Area(Acre)
0.950
0.209
0.900
0.193
0.880
0.015
0.220
1.063
Mon Feb 04
By: DS Date:
Checked: Date:
CF Area(Acre)
0.950 0.192
0.220 0.275
Mon Feb 04

Project: Williams
tract
02/04/13
0.310
Location: Area 7
0.676
Developed
0.028
C- factor (CF)
1.734
Cover description
Streets Drives and
Walks
Roofs Flat
Streets, Concrete
Lawns, Heavy Soil,
Average, 2 -7o
CF (weighted):
0.476
Total Area:
2.748 Acre
C- Factor Calculation
14:35:14 2013
Project: Williams
tract
02/04/13
Location: 8
Developed
C- factor (CF)
Cover description
Streets Drives and
Walks
Roofs Flat
Streets, Concrete
Lawns, Heavy Soil,
Average, 2 -7%
CF (weighted):
0.491
Total Area:
2.749 Acre
C- Factor Calculation
14:29:41 2013
Project: Williams tract
02/04/13
Location: Area 9
Developed
C- factor (CF)
Cover description
Streets Drives and Walks
Roofs Flat
Streets, Concrete
Lawns, Heavy Soil, Average, 2 -7%
CF (weighted): 0.497
Total Area: 3.049 Acre
By: DS Date:
Checked: Date:
CF
Area(Acre)
0.950
0.310
0.900
0.676
0.880
0.028
0.220
1.734
Mon Feb 04
By: DS Date:
Checked: Date:
CF
Area(Acre)
0.950
0.376
0.900
0.663
0.880
0.028
0.220
1.682
Mon Feb 04
By: DS Date:
Checked: Date:
CF
Area(Acre)
0.950
0.323
0.900
0.866
0.880
0.031
0.220
1.829

C- Factor Calculation Mon Feb 04
14:30:53 2013
Project: Williams tract By: DS
02/04/13
Location: Area 10 Checked:
Developed
C- factor (CF)
Cover description CF Area(Acre)
Streets Drives and Walks 0.950 0.087
Roofs Flat 0.900 0.297
Lawns, Heavy Soil, Average, 2 -70 0.220 0.498
CF (weighted): 0.521
Total Area: 0.882 Acre
C- Factor Calculation Mon Feb 04
14:33:08 2013
Project: Williams tract By: DS
02/04/13
Location: Area 12 Checked:
Developed
C- factor (CF)
Cover description
CF
Area(Acre)
Streets Drives and
Walks
0.950
0.252
Roofs Flat
0.900
0.675
Lawns, Heavy Soil,
Average, 2 -70
0.220
2.407
CF (weighted):
0.413
Total Area:
3.334 Acre
Date:
Date:
Date:
Date:

Temporary Silt Traps

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Williams Tract
TST #1
Selection of Sediment Control Measure
Total Drainage Area
Okay Temporary Sediment Trap
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
TGH and BRB/11/25/2008
n User entry
Calculated Value
Sediment Control Measures with Skimmer Dewatering 11252008 trap 1.xls
Gilleece Associates
By DS
2/5/13

Williams Tract
TST #1
Temporary Sediment Basin
Okay
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
2700 Required Volume ft3
5175 Required Surface Area ft2
50.9 Suggested Width ft
101.7 Suggested Length ft
Trial Top Width at Spillway Invert ft
Trial Top Length at Spillway Invert ft
'Trial Side Slope Ratio Z:1
,Trial Depth ft (2 to 13 feet above grade)
72 Bottom Width ft
42 Bottom Length ft
3024 Bottom Area ft2
12474 Actual Volume ft3 Okay
5400 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches)
0.25 Head on Skimmer (feet)
k� �t ytOrifice Size (1/4 inch increments)
3.53 Dewatering Time (days)
Suggest about 3 days
Gillleece Associates
By DS
2/5/13
Z: \Jobs \3690 \90_Williams Tract \Documents \Reports \Sediment calcs \Sediment Control Measures with Skimmer
Dewatering 11252008 trap 1.xls

Williams Tract
TST #2
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
TGH and BRB/11/25/2008
User entry
Calculated Value
Gilleece Associates
By DS
2/5/13
Z: \Jobs \3690 \90_Williams Tract \Documents \Reports \Sediment calcs \Sediment Control Measures with Skimmer
Dewatering 11252008 basin 2 .xls

Williams Tract
TST #2
Temporary Sediment Basin
Okay
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
7200 Required Volume ft3
7904 Required Surface Area ft2
62.9 Suggested Width ft
125.7 Suggested Length ft
p V Trial Top Width at Spillway Invert ft
�11 Trial Top Length at Spillway Invert ft
3.1
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 13 feet above grade)
87 Bottom Width ft
37 Bottom Length ft
3219 Bottom Area ft2
30954 Actual Volume ft3 Okay
8400 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
" Skimmer Size (inches)
0.333 Head on Skimmer (feet)
Orifice Size (1/4 inch increments)
3.72 Dewatering Time (days)
Suggest about 3 days
Gilleece Associates
By DS
2/5/13
Z: \Jobs \3690 \90_Williams Tract \Documents \Reports \Sediment calcs \Sediment Control Measures with Skimmer
Dewatering 11252008 basin 2 .xls

Williams Tract
TST #3
Selection of Sediment Control Measure
u 4 2 Total Drainage Area
Okay Temporary Sediment Trap
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
M15 'I
ASM
Disturbed Area (Acres)
F Peak Flow from 10 -year Storm (cfs)
TGH and BRB/11/25/2008
llp
User entry
Calculated Value
Gilleece Associates
By DS
2/5/13
Z: \Jobs \3690 \90_Williams Tract \Documents \Reports \Sediment calcs \Sediment Control Measures with Skimmer
Dewatering 11252008 trap 3.xls

Williams Tract
TST #3
Temporary Sediment Basin
Okay
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
2970 Required Volume ft3
3688 Required Surface Area ft2
42.9 Suggested Width ft
85.9 Suggested Length ft
��Trial Top Width at Spillway Invert ft
"Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
yTrial Depth ft (2 to 13 feet above grade)
52 Bottom Width ft
37 Bottom Length ft
1924 Bottom Area ft2
8499 Actual Volume ft3 Okay
3850 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Mg U I
W Skimmer Size (inches)
0.25 Head on Skimmer (feet)
Orifice Size (1/4 inch increments)
3.27 Dewatering Time (days)
Suggest about 3 days
Gilleece Associates
By DS
2/5/13
Z: \Jobs \3690 \90_Williams Tract \Documents \Reports \Sediment calcs \Sediment Control Measures with Skimmer
Dewatering 11252008 trap 3.xls

Williams Tract
TST #4
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
�'M Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
TGH and BRB/11/25/2008
r° User entry
Calculated Value
Gilleece Associates
By: DS
2/5/13
Z: \Jobs \3690 \90_Williams Tract \Documents \Reports \Sediment calcs \Sediment Control Measures with Skimmer
Dewatering 11252008 basin 4 .xls

Williams Tract
TST #4
Temporary Sediment Basin
Okay
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
6300 Required Volume ft3
4962 Required Surface Area ft2
49.8 Suggested Width ft
99.6 Suggested Length ft
47rial Top Width at Spillway Invert ft
YTrial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 13 feet above grade)
76 Bottom Width ft
26 Bottom Length ft
1976 Bottom Area ft2
13568 Actual Volume ft3 Okay
5000 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
'Skimmer Size (inches)
0.25 Head on Skimmer (feet)
Orifice Size (1/4 inch increments)
2.94 Dewatering Time (days)
Suggest about 3 days
Gilleece Associates
By DS
2/5/13
Z: \Jobs \3690 \90_Williams Tract \Documents \Reports \Sediment calcs \Sediment Control Measures with Skimmer
Dewatering 11252008 basin 4 .xIs

Williams Tract
TST #5
Temporary Sediment Basin
Okay
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
3600 Required Volume ft3
4610 Required Surface Area ft2
48.0 Suggested Width ft
96.0 Suggested Length ft
Ov= ;Trial Top Width at Spillway Invert ft
Trial Top Length at Spillway Invert ft
y Trial Side Slope Ratio Z:1
' Trial Depth ft (2 to 13 feet above grade)
72 Bottom Width ft
37 Bottom Length ft
2664 Bottom Area ft2
11259 Actual Volume ft3 Okay
4950 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
2Skimmer Size (inches)
0.167 Head on Skimmer (feet)
-,"-,,,,,,,?,Orifice Size (1/4 inch increments)
2.98 Dewatering Time (days)
Suggest about 3 days
Gilleece Associates
By: DS
2/5/13
Z: \Jobs \3690 \90_Williams Tract \Documents \Reports \Sediment calcs \Sediment Control Measures with Skimmer
Dewatering 11252008 basin 5 .xis

Williams Tract
TST #5
Selection of Sediment Control Measure
} a 25 Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
TGH and BRB/11/25/2008
User entry
Calculated Value
Gilleece Associates
By: DS
2/5/13

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• ' •'
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9 Sunday, 00 16, 2013
Pond No. 4 - 10 ft level spreader
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
100.00
60
0
0
0.10
100.10
63
6
6
0.20
100.20
66
6
13
0.30
100.30
69
7
19
0.40
100.40
72
7
26
0.50
100.50
75
7
34
0.60
100.60
78
8
41
0.70
100.70
81
8
49
0.80
100.80
84
8
58
0.90
100.90
87
9
66
1.00
101.00
90
9
75
Culvert / Orifice Structures
[A]
[B]
[C]
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope ( %)
= 0.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Weir Structures
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area)
Multi -Stage = n/a No No No TW Elev. (ft) = 0.00
[A]
[B]
[C]
[D]
Crest Len (ft)
= 10.00
0.00
0.00
0.00
Crest El. (ft)
= 100.00
0.00
0.00
0.00
Weir Coeff.
= 2.60
3.33
3.33
3.33
Weir Type
= Broad
- --
- --
- --
Multi -Stage
= No
No
No
No
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area)
Multi -Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage /
Discharge Table
Stage
Storage
Elevation Clv A
Clv B Clv C PrfRsr Wr A Wr B
Wr C Wr D Exfil
User
Total
ft
cult
ft cfs
cfs cfs cfs cfs cfs
cfs cfs cfs
cfs
cfs
0.00
0
100.00 - --
- -- - -- - -- 0.00 - --
- -- - -- - --
- --
0.000
0.10
6
100.10 - --
- -- - -- - -- 0.82 - --
- -- - -- - --
- --
0.822
0.20
13
100.20 - --
- -- - -- - -- 2.33 - --
- -- - -- - --
- --
2.325
0.30
19
100.30 - --
- -- - -- - 4.27 - --
- -- - -- - --
- --
4.272
0.40
26
100.40 - --
- -- - -- - 6.58 - --
- -- - -- - --
- --
6.578
0.50
34
100.50 - --
- -- - -- - -- 9.19 - --
- -- - -- - --
- --
9.192
0.60
41
100.60 - --
- -- - -- - -- 12.08 - --
- -- - -- - --
- --
12.08
0.70
49
100.70 - --
- -- - -- - -- 15.23 - --
- -- - -- - --
- --
15.23
0.80
58
100.80 - --
- -- - -- - -- 18.60 - --
- -- - -- - --
- --
18.60
0.90
66
100.90 - --
- -- - -- - -- 22.20 - --
- -- - -- - --
- --
22.20
i.00
75
/ O
1 U I . UU - --
'101
--- - -- - -- 26.00 - --
- -- - -- ---
---

• • Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Sunday, 00 16, 2013
Pond No. 4 - 15 ft level spreader
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
100.00
60
0
0
0.10
100.10
63
6
6
0.20
100.20
66
6
13
0.30
100.30
69
7
19
0.40
100.40
72
7
26
0.50
100.50
75
7
34
0.60
100.60
78
8
41
0.70
100.70
81
8
49
0.80
100.80
84
8
58
0.90
100.90
87
9
66
1.00
101.00
90
9
75
Culvert / Orifice Structures
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (cc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage /
Discharge Table
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 100.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert EI. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Broad
- --
- --
- --
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope ( %)
= 0.00
0.00
0.00
n/a
- --
- --
3.49
- --
- --
N -Value
= .013
.013
.013
n/a
19
100.30 - --
- --
- --
- --
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
0.40
26
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
- --
- --
- --
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (cc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage /
Discharge Table
Stage
Storage
Elevation Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
cuft
ft cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
0
100.00 - --
- --
- --
- --
0.00
- --
- --
- --
- --
- --
0.000
0.10
6
100.10 - --
- --
- --
- --
1.23
- --
- --
- --
- --
- --
1.233
0.20
13
100.20 - --
- --
- --
- --
3.49
- --
- --
- --
- --
- --
3.488
0.30
19
100.30 - --
- --
- --
- --
6.41
- --
- --
- --
- --
- --
6.408
0.40
26
100.40 - --
- --
- --
- -
9.87
- --
- --
- --
- --
- --
9.866
0.50
34
100.50 - --
- --
- --
- --
13.79
- --
- --
- --
- --
- --
13.79
0.60
41
100.60 - --
- --
- --
- --
18.13
- --
- --
- --
- --
- --
18.13
0.70
49
100.70 - --
- --
- --
- --
22.84
- --
- --
- --
- --
- --
22.84
0.80
58
100.80 - --
- --
- --
- --
27.91
- --
- --
- --
- --
- --
27.91
0.90
66
100.90 - --
- --
- --
- --
33.30
- --
- --
- --
- --
- --
33.30
1.00
75
01.00 - --
- --
---
- --
39.00
- --
---
- --
- --
---
39.^vu

Hydraflow Hydrographs Extension for AutoCADV Civil 3D® 2012 by Autodesk, Inc. v9 Sunday, 00 16, 2013
Pond No. 4 - 20 ft level spreader
Pond Data
Contours - User- defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00
100.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
60
Storage /
0
0
0.10
100.10
63
6
Stage
6
Elevation Clv A
Clv B
0.20
100.20
Wr A
66
Wr C
6
Exfil
13
Total
ft
0.30
100.30
cfs
69
cfs
7
cfs
19
cfs
cfs
0.40
100.40
0.00
72
100.00 - --
7
- --
26
0.00
- --
0.50
100.50
- --
75
0.000
7
6
34
- --
- --
0.60
100.60
- --
78
- --
8
- --
41
0.20
13
0.70
100.70
- --
81
4.65
8
- --
49
- --
- --
0.80
100.80
19
84
- --
8
- --
58
- --
- --
0.90
100.90
- --
87
0.40
9
100.40 - --
66
- --
- --
1.00
101.00
- --
90
- --
9
13.16
75
34
100.50 - --
Culvert / Orifice Structures
- --
- --
18.38
Weir Structures
- --
- --
- --
- --
[A]
[B]
[C]
[PrfRsr]
- --
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 20.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 100.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Broad
- --
- --
- --
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope ( %)
= 0.00
0.00
0.00
n/a
- --
5. 00
:JL.VU
N -Value
= .013
.013
.013
n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area)
Multi -Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage /
Discharge Table
Stage
Storage
Elevation Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
cult
ft cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
0
100.00 - --
- --
- --
- --
0.00
- --
- --
- --
- --
- --
0.000
0.10
6
100.10 - --
- --
- --
- --
1.64
- --
- --
- --
- --
- --
1.644
0.20
13
100.20 - --
- --
- --
- --
4.65
- --
- --
- --
- --
- --
4.651
0.30
19
100.30 - --
- --
- --
- --
8.54
- --
- --
- --
- --
- --
8.545
0.40
26
100.40 - --
- --
- --
- --
13.16
- --
- --
- --
- --
- --
13.16
0.50
34
100.50 - --
- --
- --
- --
18.38
- --
- --
- --
- --
- --
18.38
0.60
41
100.60 - --
- --
- --
- --
24.17
- --
- --
- --
- --
- --
24.17
0.70
49
100.70 - --
- --
- --
- --
30.45
- --
- --
- --
- --
- --
30.45
0.80
58
100.80 - --
- --
- --
- --
37.21
- --
- --
- --
- --
- --
37.21
0.90
66
100.90 - --
- --
- --
- --
44.40
- --
- --
-
- --
- --
44.40
00
�I.UU
75
/U
IUI.UU ---
101 0
- --
---
---
UG.UU
---
- --
- --
---
- --
5. 00
:JL.VU

r • • Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2012 by Autodesk, Inc. v9
Pond No. 4 - 25 ft level spreader
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00
100.00
60
0
0
0.10
100.10
63
6
6
0.20
100.20
66
6
13
0.30
100.30
69
7
19
0.40
100.40
72
7
26
0.50
100.50
75
7
34
0.60
100.60
78
8
41
0.70
100.70
81
8
49
0.80
100.80
84
8
58
0.90
100.90
87
9
66
1.00
101.00
90
9
75
Culvert / Orifice Structures
[A]
[B]
[C]
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope ( %)
= 0.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Weir Structures
Sunday, 00 16, 2013
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area)
Multi -Stage = n/a No No No TW Elev. (ft) = 0.00
[A]
[B]
[C]
[D]
Crest Len (ft)
= 25.00
0.00
0.00
0.00
Crest El. (ft)
= 100.00
0.00
0.00
0.00
Weir Coeff.
= 2.60
3.33
3.33
3.33
Weir Type
= Broad
- --
- --
- --
Multi -Stage
= No
No
No
No
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area)
Multi -Stage = n/a No No No TW Elev. (ft) = 0.00
V V
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (cc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / S
Storage / D
Discharge Table
Stage S
Storage E
Elevation Clv A C
Civ B C
Clv C P
PrfRsr W
Wr A Wr B W
Wr C Wr D Exfil User T
Total
ft c
cuft f
ft cfs c
cfs c
cfs c
cfs c
cfs cfs c
cfs cfs cfs cfs c
cfs
0.00 0
0 1
100.00 - -- -
- -- -
- -- -
- -- 0
0.00 - -- -
- -- - -- - -- - -- 0
0.000
0.10 6
6 1
100.10 - -- -
- -- -
- -- -
- -- 2
2.06 - -- -
- -- - -- - -- - -- 2
2.055
0.20 1
13 1
100.20 - -- -
- -- -
- -- -
- -- 5
5.81 - -- -
- -- - -- - -- - -- 5
5.814
0.30 1
19 1
100.30 - -- -
- -- -
- -- -
- -- 1
10.68 - -- -
- -- - -- - -- - -- 1
10.68
0.40 2
26 1
100.40 - -- -
- -- -
- -- -
- -- 1
16.44 - -- -
- -- - -- - -- - -- 1
16.44
0.50 3
34 1
100.50 - -- -
- -- -
- -- -
- -- 2
22.98 - -- -
- -- - -- - -- - -- 2
22.98
0.60 4
41 1
100.60 - -- -
- -- -
- -- -
- -- 3
30.21 - -- -
- -- - -- - -- - -- 3
30.21
0.70 4
49 1
100.70 - -- -
- -- -
- -- -
- -- 3
38.07 - -- -
- -- - -- - -- - -- 3
38.07
0.80 5
58 1
100.80 - -- -
- - -
- -- -
- -- 4
46.51 - -- -
- -- - -- - -- - -- 4
46.51
0.90 6
66 1
100.90 - -- -
- -- -
- -- -
- -- 5
55.50 - -- -
- -- - -- - -- - -- 5
55.5C

• "' • • • 1
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9 Sunday, 00 16, 2013
Pond No. 4 - 30 ft level spreader
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
100.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
60
Storage /
0
0
Stage
0.10
100.10
Clv B Clv C PrfRsr
63
Wr C Wr D Exfil User Total
6
cuft
6
cfs cfs cfs
cfs cfs
0.20
100.20
0
66
- -- - -- - --
6
- -- - -- - -- - -- 0.000
13
6
100.10 - --
0.30
100.30
- -- - -- - -- - -- 2.467
69
13
7
- -- - -- - --
19
- -- - -- - -- - -- 6.976
0.30
0.40
100.40
- -- - -- - --
72
- -- - -- - -- - -- 12.82
7
26
26
- -- - -- - --
19.73 - --
0.50
100.50
34
75
- -- - -- - --
7
- -- - -- - -- - -- 27.58
34
41
100.60 - --
0.60
100.60
- -- - -- - -- - -- 36.25
78
49
8
- -- - -- - --
41
- -- - -- - -- - -- 45.68
0.80
0.70
100.70
- -- - -- - --
81
- -- - -- - -- - -- 55.81
8
66
49
- -- - -- - --
66.60 - --
0.80
100.80
-,.-
/ V
84
- -- - -- - --
8
--- - -- ___ -_ 7A M
- ....w
58
0.90
100.90
87
9
66
1.00
101.00
90
9
75
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 30.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 100.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Broad
- --
- --
- --
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope ( %)
= 0.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage /
Discharge Table
Stage
Storage
Elevation Clv A
Clv B Clv C PrfRsr
Wr A Wr B
Wr C Wr D Exfil User Total
ft
cuft
ft cfs
cfs cfs cfs
cfs cfs
cfs cfs cfs cfs cfs
0.00
0
100.00 - --
- -- - -- - --
0.00 - --
- -- - -- - -- - -- 0.000
0.10
6
100.10 - --
- -- - -- - --
2.47 - --
- -- - -- - -- - -- 2.467
0.20
13
100.20 - --
- -- - -- - --
6.98 - --
- -- - -- - -- - -- 6.976
0.30
19
100.30 - --
- -- - -- - --
12.82 - --
- -- - -- - -- - -- 12.82
0.40
26
100.40 - --
- -- - -- - --
19.73 - --
- -- - -- - -- - -- 19.73
0.50
34
100.50 - --
- -- - -- - --
27.58 - --
- -- - -- - -- - -- 27.58
0.60
41
100.60 - --
- -- - -- - --
36.25 - --
- -- - -- - -- - -- 36.25
0.70
49
100.70 - --
- -- - -- - --
45.68 - --
- -- - -- - -- - -- 45.68
0.80
58
100.80 - --
- -- - -- - --
55.81 - --
- -- - -- - -- - -- 55.81
0.90
66
100.90 - --
- -- - -- - --
66.60 - --
- -- - -- - -- - -- 66.60
1. ,...
.00
-,.-
/ V
- --
1011.00
- -- - -- - --
Io nn - --
r o.vv
--- - -- ___ -_ 7A M
- ....w