20150234 Ver 1_Stillwater Storm Report 1 9 2015_20150302

Hugh J. Gilleece, III & Associates, P.A. 875 Walnut Street, Suite 360
Consulting Engineers — Cary, North Carolina 27511
Business License C -496 (919) 469 -1101
Fax [phone]
gU1eece @bellsouth.net
Stormwater Management Report
for
S-tillwater cubdivis ion
Richardson Road
Apex, North Carolina
Prepared For
Kolter Land Partners </•V'
c �°FESSio e
ATTN: Dan Goracke!° �aQ�o'� f
3737 Glenwood Avenue Suite 100
4} SEAL
Raleigh, NC 27612 11 024627
Prepared by a ` F
�< eo r
Hugh J. Gilleece , III and Associates
December 1, 2014
Revised January 9, 2015

Stillwater Subdivision
Stormwater Management Report
Project Narrative
Existing and Proposed Drainage Maps
BMP Sizing Calculations
Flows Before and After Construction
TSS Removal Calculations
Hydraulic Grade Line Analysis
Pre Construction Notification
Appendix
Table of Contents
OA
4
4
5
5

Project Narrative
This project is located on the between Richardson Road and Ragan Road, south of Lake Jordan in
the ETJ of Town of Apex. The project is 133 acres in size. It is also bounded on all sides by
undeveloped land.
A separate flood study has been prepared by Sungate Design Group and has been submitted
separately for review. Cow Branch is the main creek that runs through the middle of the
subdivision. There is a total drainage basin of 217 acres to the point of interest identified in the
report.
About half of the property is wooded, and the remaining property in either lawns or fields. A copy
of the Soil Survey Map was developed for the site using the Natural Resources Conservation
Service mapping tools. A copy of the findings is in the appendix. In summary, the soils are either
Creedmoor or White Store Soil Types. The hydrologic soils groups for these soils is Group D.
This site is proposed to be built with single family residential homes. A total_ of 243 Units are being
proposed.
The drainage is expected to be collected by having curb and gutter. These areas will be collected in
catch basins and conveyed by pipes. Roof drains from the homes are to be daylighted to the curbs
and then collected by the storm catch basins.
The stormwater management objectives are to remove the stormwater from the developed areas.
The stormwater is to be treated to remove some of the nitrogen from it. It is also to be retained to
reduce the peak outflow for the one year and ten year storm to that of the pre - development flow
rate. The twenty five year storm is to be checked to compare the pre and post conditions.
It is proposed to treat and retain the flow volume for the site through 8 separate wet ponds scattered
throughout the project. This initial package of construction drawings is for phases 1, 2, 5 and 6.
However all of the ponds are included in this report to show the ultimate build pre / post conditions.
E �XCtiuE, and Pr \iF 13%," Lr aluaVe lair ea �a�S
The drainage divides and flood lines are shown on the Existing Conditions sheet. The time of
concentration value of five minutes has been used in the calculatons. The proposed conceptual
drainage basins are shown on the Overall Drainage Plan.
There is a small amount of offsite water east of Richardson Road that drains into the site. This
runoff will be collected via a separate storm sewer system that will bypass the site. A conceptual
location for collecting this water is shown on the drainage map. No sizing for this pipe has been
developed with this submittal.
3

BMP Sizing Calculations
Size calculations have been performed on all of the proposed ponds. The pond worksheet in the
Appendix shows the drainage area to each pond, the required treatment volume, and the flows for
each storm level. A value of 6,000 SF of impervious area for the 90' lots and 3,500 SF for the 70'
lots have been used in the table.
These ponds meet the DWQ requirements for the minimum surface area and storage of treatment
volumes, based on the 90% TSS removal for all of the wetponds. Final designs for the four ponds
being built with this submittal are included in the appendix.
Plows Before and After Construction
A separate flow study has been prepared by Sungate Design Group. This report has been prepared
separately.
This report has also evaluated the pre and post conditions for the 133 acre site. A routing analysis
for this watershed was done using Hydraflow Hydrographs Extension for Autocad (SCS method).
To properly model the drainage basin, each drainage area for the BMP was subdivided. The pre
development CN value of 80 was used for woods / lawn areas in a Soils Group D. The post
development value of 86 was used for the Residential value of 1/3 acre lots. The post development
flow was then routed through the appropriate BMP for the 1, 2, 5, 10, 25, 50 and 100 year storm
events. The report has the detailed summary for the 1, 10 and 25 year storms.
After the post development flows were routed through the BMPs, a total flow comparison for the
pre and post condition flows was generated. The computer program had a limitation of combining
6 hydrographs at a time. To work around this limitation, separate subsets of hydrographs were
combined and then the subsets were combined to provide the total. Hydrographs 46 and 47 show
the total pre and post development flows for the project.
The summary shows that the 1 year pre development flow and the post development flow has been
reduced from 200 cfs to a value of 110 cfs. The 10 year flows are close to each other at 507 cfs /
500 cfs for the 10 year design storm. The 25 year flow is also meeting existing conditions flows at
643 cfs / 632 cfs (pre / post values).
TSS Removal Calculations
All of the wet retention ponds in this project are designed using the surface area calculation from
DWQ for the 90% removal of Total Suspended Solids.
M

Hydraulic Grade Line Analysis
This is included in the Appendix. The 10 year design storm along with the 25 year event are
included in the report. The report shows all hydraulic grade lines below the crown for the 10 year
storm. For the 25 year storm hydraulic grade lines, all are below 1' of the inlet.
A copy of the Hydrograph Summary Report is included in the Appendix.
Pre - Construction Notification
With this submittal of the plans, the construction drawings will be used to generate the total stream
impact for the project. Presently, there are two stream crossings for the sanitary sewer, and one
roadway crossing for Curling Creek Drive. When the PCN form is submitted, a copy will be
forwarded to your office. This will be submitted separately.
Z:\Tobs\20000\Apex Ragan Road\Documents \Reports \Stillwater StornManageRpt.doc
5

Appendix

Appendix Table of Contents
BMP Calculations for Wet Ponds
Hydrograph Return Summary
Soil survey map
Hydraulic Grade Line Summary
Erosion Control Calculations
Outlet Protection Calculations
Anti Flotation Calculations
7

BMP Calculations for Wet Pond

Pond Worksheet Revised (90% TSS Removal
Project: Stillwater Basin: WP #1 Date: 11/20/14
z:\Jobs\22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
To Basin
Total Area = 417,000 s. f. = 9.57 acres Impervious = 195,850
102000 Lawn, etc. = 221,150
Factors used on this worksheet: Woods, etc. = 0
Rational C = 0.764
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Storm
I
(iph)
Rational C
SCS CN
SCS CN = 86.0
Woods, etc.
0.58
79
Lawn, etc.
0.6
80
1 year
4.61
Impervious
0.95
98
SCS S = 1.6279
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 inch
1.00
0.1976
1 year
4.61
34.01
3.00
1.6625
20.4
2 year
5.76
42.50
3.60
2.1871
21.4
5 year
6.58
48.55
4.65
3.1417
27.0
10 year
7.22
53.27
5.38
3.8231
29.9
25 year
8.19
60.43
6.41
4.8001
33.1
50 year
8.96
66.11
7.21
5.5678
35.1
100 year
9.72
71.72
8.00
6.3314
36.8
Storage for 1" rainfall =
Surface Area Required
16426 c. f.
Simple Method
Rv= 0.05 +0.9 *la
Rv = 0.472698
V = 1 " *Rv *A *3630
Wet Retention Pond Depth = 3 ft. 4ft
Impervious = 47.0 % SA/DA Ratio = 2.85 %
Surface Area Required = 11878 s. f. 9792.5
5ft
8087

Pond Worksheet (90% TSS Removal)
Stillwater W P #1
zAJobs\22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
Table 10 -3 from State BMP manual (2007)
Mountain and Piedmont Areas Onlv
% Imp.
Cover
Permanent Pool Depth (ft.)
3.0
3.5
4.0
4.5
5.0
5.5
6.0
10
0.9
0.8
0.8
0.7
0.6
0.6
0.5
20
1.5
1.3
1.1
1.0
1.0
0.9
0.9
30
1.9
1.8
1.7
1.5
1.4
1.4
1.3
40
2.5
2.3
2.0
1.9
1.8
1.7
1.6
50
3.0
2.8
2.5
2.3
2.0
1.9
1.9
60
3.5
3.2
2.8
2.7
2.5
2.4
2.2
70
4.0
3.7
3.3
3.1
2.8
2.7
2.5
80
4.5
4.1
3.8
3.5
3.3
3.0
2.8
90
5.0
4.5
4.0
3.8
3.5
3.3
3.0
0-20
3.12
2.65
1.91
1.81
2.08
1.71
1.98
20-30
2.58
2.65
2.72
2.35
2.08
2.25
1.98
30-40
2.92
2.65
2.21
2.18
2.08
1.91
1.81
40-50
2.85
2.65
2.35
2.18
1.94
1.84
1.81
50-60
2.85
2.65
2.35
2.18
1.94
1.84
1.81
60-70
2.85
2.65
2.35
2.18
1.94
1.84
1.81
70-80
2.85
2.65
2.35
2.18
1.94
1.84
1.81
80+
2.85
2.65
2.35
2.18
1.94
1.84
1.81
2.85
0.00
0.00
0.00
0.00
0.00
0.00
ORIFICE EQUATION: Q= CpA(2gh)1 12
Number of Drains:
1
Diameter of Drains:
2.0
in
Area of Opening:
0.0218
ft
Orifice Coefficient:
0.50
ft
Average Head: (Q10 el - NP el) /2:
0.50
ft
Average Flow (Orifice Equation)= 0.062 cfs
Volume of Storage = 16,426 cf
Length of Drawdown = 265,505 sec or
Page 1 A
11/20/14
2.85
73.75 hours >48 hours 48 -120

S�
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out pdnted and submitted.
The Required Items Checklist (Pad 111) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Stillwater BMP #1
Contact person Donald A. Sever
Phone number 9194691101
Date 1/9/2015
Drainage area number WP#1
111. DESIGN INFORMATION
Site Characteristics
Drainage area 417,000 fe
Impervious area, post - development 195,850 1?
% impervious 46.97 %
Design rainfall depth 1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr, 24-hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24-hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
(to be provided by DWQ)
O =OF W AT�c9QG
E
16,426 ft'
17,100 ft3
OK, volume provided is equal to or in excess of volume required.
ft,
ft3
ft3
ft3
ft,
y (Y or N)
3.0 in
0.60 ( unitless)
0.76 (unitless)
4.60 in /hr OK
20.40 ft3 /sec
9.80 f3 /sec
-10.60 f3 /sec
285.80 fmsl
284.50 fmsl
281.00 fmsl
285.00 fmsl
284.00 fmsl Data not needed for calculation option #1, but OK if provided.
280.00 fmsl
279.00 imsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
(Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.9A /18/12 Parts I. & II. Design Summary, Page 1 of 2

II. <DESIGN INFORMATION
Surface Areas
Area, temporary pool 14,800 ft
Area REQUIRED, permanent pool 11,885 e
SAIDA ratio 2.85 (unitless)
Area PROVIDED, permanent pool, Apmm_pw
12,000 ft'
OK
Area, bottom of 10ft vegetated shelf, Amt shdf
10,000 fr
OK
Area, sediment cleanout, top elevation (bottom of pond), Abot_ pond
1,000 ft�
3.0 :1
Volumes
y (Y or N)
OK
Volume, temporary pool
17,100 ft3
OK
Volume, permanent pool, VPaaa.Pcd
27,800 ft3
OK
Volume, forebay (sum of forebays if more than one forebay)
5,699 ft3
gate valve and riprap emergency spillway
Forebay % of permanent pool volume
20.5% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
n (Y or N)
Mountain /Piedmont SAIDA Table Used?
y (Y or N)
SAIDA ratio
2.85 (unifiess)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
y (Y or N)
Volume, permanent pool, VPaaapod
27,800 ft'
Area provided, permanent pool, A,.,cd
12,000 ft`
Average depth calculated
3.50 It
OK
Average depth used in SAIDA, dav, (Round to nearest 0.5ft)
3.5 ft
OK
Calculation option 2 used? (See Figure 10 -2b)
n (Y or N)
Area provided, permanent pool, AP—_P-1
12,000 ft1
Area, bottom of 1 Oft vegetated shelf, Abot shelf
10,000 fly
Area, sediment cleanout, top elevation (bottom of pond), Ab.1 -p d
1,000 ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
4.00 It
Average depth calculated
ft
Average depth used in SAIDA, dav, (Round to down to nearest 0.5ft)
ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non- circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (Cw)
Length of weir (L)
Driving head (H)
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
y (Y or N)
2.00 in
in
0.60 (unitless)
1.50 ft
n (Y or N)
( unitless)
( unitess)
ft
ft
20.38 ft3 /sec
9.84 ft3 /sec
0.06 ft3 /sec
3.10 days
OK, draws down in 2 -5 days.
Permit
(to be provided by DWQ)
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
3.0 :1
OK
y (Y or N)
OK
y ft
OK
n (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
gate valve and riprap emergency spillway
Form SW401 -Wet Detention Basin- Rev.9A/18112 Parts I. & II. Design Summary, Page 2 of 2

Pond Worksheet (90% TSS Removal)
Project: Stillwater Basin: WP #2
z: \Jobs \22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xis
Total Area = 418,176 s. f. = 9.60 acres
Factors used on this worksheet:
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2 /(P + 0.8S)
Date:
Rational C
SCS CN
Woods, etc.
0.58
79
Lawn, etc.
0.6
80
Impervious
0.95
98
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2 /(P + 0.8S)
Date:
Storm
To Basin
Impervious =
162,340
Lawn, etc. =
255,836
Woods, etc. =
Rational C =
0.736
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 inch
1.00
0.1736
1 year
4.61
32.84
3.00
1.5882
20.2
2 year
5.76
41.03
3.60
2.1037
21.4
5 year
6.58
46.87
4.65
3.0461
27.2
10 year
7.22
51.43
5.38
3.7209
30.2
25 year
8.19
58.34
6.41
4.6905
33.6
50 year
8.96
63.82
7.21
5.4536
35.7
100 year
9.72
69.24
8.00
6.2132
37.5
Storage for 1" rainfall =
Surface Area Required
SCS CN = 85.0
SCS S = 1.7647
Simple Method
Rv = 0.05 + 0.9 *la
Rv = 0.399389
V = 1 " *Rv *A *3630
13918 c. f. (min. 3630 c. f. for stormwater wetlands)
Wet Retention Pond Depth = 3 ft. 4ft
Impervious = 38.8 % SA/DA Ratio = 2.43 %
Surface Area Required = 10159 s. f. 8215.608
Page 4
11/20/14
5ft
7329.952

Pond Worksheet (90% TSS Removal)
Stillwater W P #2
zAJobs \22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
0-20
2.63
2.24
1.66
1.56
1.75
1.46
1.65
20-30
2.25
2.24
2.23
1.94
1.75
1.84
1.65
30-40
2.43
2.24
1.96
1.85
1.75
1.66
1.56
40-50
2.43
2.24
1.96
1.85
1.75
1.66
1.56
50-60
2.43
2.24
1.96
1.85
1.75
1.66
1.56
60-70
2.43
2.24
1.96
1.85
1.75
1.66
1.56
70-80
2.43
2.24
1.96
1.85
1.75
1.66
1.56
80+
2.43
2.24
1.96
1.85
1.75
1.66
1.56
2.43
0.00
0.00
0.00
0.00
0.00
0.00
ORFICE EQUATION: Q= CDA(2gh)112
Number of Drains:
1
Diameter of Drains:
2.0
in
Area of Opening:
0.0218
ft
Orifice Coefficient:
0.50
ft
Average Head: (Q10 el - NP el) /2:
0.25
ft
Average Flow (Orifice Equation)= 0.044 cfs
Volume of Storage = 13,918 cf
Length of Drawdown = 318,144 sec or
Page 4A
11/20/14
2.43
88.37 hours >48 hours 48 -120

Permit
(to be provided by DWQ)
�F W�9
A•„ —
NC®ENR nW =T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Stillwater BMP #2
Contact person
Donald A. Sever
Phone number
9194691101
Date
1/9/2015
Drainage area number
WP#2
IL DESIGN INFORMATION
Site Characteristics
Drainage area
418,176 e
Impervious area, post - development
162,340 fe
% impervious
38.82 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24-hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the 1 yr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
13,918 {t3
19,400 tt3
OK, volume provided is equal to or in excess of volume required.
to
ft'
ff3
ff3
tt3
y (Y or N)
3.0 in
0.60 (unitless)
0.74 (unitless)
4.60 in /hr OK
20.38 f3 /sec
8.63 f3/sec
-11.76 {t3 /sec
280.50 fmsl
282.00 first
278.00 fmsl
281.00 fmsl
280.00 fmsl Data not needed for calculation option #1, but OK if provided.
277.00 fmsl
276.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 It
(Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 13,918 ft
Area REQUIRED, permanent pool 10,162 fe
SAIDA ratio 2.43 (unitless)
Area PROVIDED, permanent pool, AP.-Pd
10,600 ft`
OK
Area, bottom of 1Oft vegetated shelf, Abot 5hdr
8,500 ft
OK
Area, sediment cleanout, top elevation (bottom of pond), Abot -,,d
4,300 ff
3.0 :1
Volumes
y (Y or N)
OK
Volume, temporary pool
19,400 ft'
OK
Volume, permanent pool, Vpeanl,00i
49,515 ft3
OK
Volume, forebay (sum of forebays if more than one forebay)
10,151 ft3
gate valve and riprap emergency spillway
Forebay % of permanent pool volume
20.5% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
n (Y or N)
Mountain /Piedmont SAIDA Table Used?
y (Y or N)
SAIDA ratio
2.43 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
y (Y or N)
Volume, permanent pool, Vp._pw
49,515 W
Area provided, permanent pool, AparmJ,00l
10,600 ft'
Average depth calculated
3.50 ft
OK
Average depth used in SA/DA, day, (Round to nearest 0.511)
3.5 ft
OK
Calculation option 2 used? (See Figure 10 -2b)
n (Y or N)
Area provided, permanent pool, AP—_P­1
10,600 ft'
Area, bottom of 1 Oft vegetated shelf, Abol shelf
8,500 W
Area, sediment cleanout, top elevation (bottom of pond), Abot-pond
4,300 ft2
"Depth" (distance b/w bottom of 1011 shelf and top of sediment)
3.00 ft
Average depth calculated
ft
Average depth used in SAIDA, day, (Round to down to nearest 0.511)
It
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (ff- non - circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
y (Y or N)
200 in
in
0.60 (unitless)
1.00 ft
n (Y or N)
(unitless)
(unitless)
ft
ft
20.38 ft3lsec
8.62 ft3 /sec.
0.04 ft3lsec
3.67 days
OK, draws down in 2 -5 days.
Permit
(to be provided by DWQ)
3 :1
OK
10 :1
OK
10.0 It
OK
3 :1
OK
3.0 :1
OK
y (Y or N)
OK
1.0 ft
OK
n (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
gate valve and riprap emergency spillway
Form SW401 -Wet Detention Basin- Rev.9- 4118!12 Parts I. & H. Design Summary, Page 2 of 2

Pond Worksheet (90% TSS Removal)
0
Project: Stillwater Basin: WP #3
z:\Jobs\22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
Total Area = 430,200 s. f. = 9.88 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.
0.58
79
Lawn, etc.
0.6
80
Impervious
0.95
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 =
159,700
Lawn, etc. =
270,500
Woods, etc. =
0
Rational C =
0.730
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 inch
1.00
0.1976
1 year
4.61
33.51
3.00
1.6625
21.3
2 year
5.76
41.87
3.60
2.1871
22.5
5 year
6.58
47.83
4.65
3.1417
28.2
10 year
7.22
52.48
5.38
3.8231
31.3
25 year
8.19
59.53
6.41
4.8001
34.7
50 year
8.96
65.13
7.21
5.5678
36.7
100 year
9.72
70.65
8.00
6.3314
38.5
SCS CN = 86.0
SCS S = 1.6279
Simple Method
Rv = 0.05 + 0.9 *la
Rv = 0.3841
V = 1 " *Rv *A *3630
Storage for 1" rainfall = 1 13770 c. f. (min. 3630 c. f. for stormwater wetlands)
Surface Area Required
Wet Retention Pond Depth = 3 ft. 4ft
Impervious = 37.1 % SA/DA Ratio = 2.33 %
Surface Area Required = 10012 s. f. 8232.6
Page 2
11/20/14
5ft
7248.4

Pond Worksheet (90% TSS Removal)
Stillwater W P #3
zAJobs \22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
Page 2A
11/20/14
0-20
2.53
2.16
1.61
1.51
1.68
1.41
1.58
20-30
2.18
2.16
2.13
1.86
1.68
1.76
1.58
30-40
2.33
2.16
1.91
1.78
1.68
1.61
1.51
40-50
2.33
2.16
1.91
1.78
1.68
1.61
1.51
50-60
2.33
2.16
1.91
1.78
1.68
1.61
1.51
60-70
2.33
2.16
1.91
1.78
1.68
1.61
1.51
70-80
2.33
2.16
1.91
1.78
1.68
1.61
1.51
80+
2.33
2.16
1.91
1.78
1.68
1.61
1.51
2.33
0.00
0.00
0.00
0.00
0.00
0.00 2.33
ORIFICE EQUATION: Q= CDA(2gh)112
Number of Drains:
1
Diameter of Drains:
2.0
in
Area of Opening:
0.0218
ft
Orifice Coefficient:
0.50
ft
Average Head: (Q10 el - NP el) /2:
0.50
ft
Average Flow (Orifice Equation)= 0.062 cfs
Volume of Storage = 13,770 cf
Length of Drawdown = 222,571 sec or
61.83 hours >48 hours 48 -120

Permit No.
(to be provided by DWQ)
OF WATF9
O� QG
NCDENR 5 = T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part /I/) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name
Stillwater BMP #3
Contact person
Donald A. Sever
Phone number
9194691101
Date
1/9/2015
Drainage area number
WP#3
IL DESIGN INFORMATION
Site Characteristics
Drainage area
430,373 le
Impervious area, post - development
159,700 ftZ
% impervious
37.11 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1yr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity:1 -yr, 24- hrstorm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
13,770 ft3
14,200 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft,
y (Y or N)
3.0 in
0.60 (unitless)
0.73 (unitless)
4.60 in /hr OK
20.97 ft3lsec
16.49 ft3lsec
-4.46 ft3lsec
275.70 fmsl
274.50 fmsl
271.00 fmsl
275.00 fmsl
274.00 fmsl Data not needed for calculation option #1, but OK if provided.
271.00 fmsl
270.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 It
(Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.94/18/12 Parts I. & II. Design Summary, Page 1 of 2

IL DESIGN INFORMATION
Surface Areas
Permit No.
(to be provided by DWQ)
Area, temporary pool
8,900 fl?
Area REQUIRED, permanent pool
8,220 ft2
SA/DA ratio
1.91 ( unitless)
Area PROVIDED, permanent pool, APg,,,_pw
8,900 ft` OK
Area, bottom of 1 Oft vegetated shelf, Abt a qr
7,000 ft`
Area, sediment cleanout, top elevation (bottom of pond), Abdwnd
1,000 ft`
Volumes
OK
Volume, temporary pool
14,200 ft3 OK
Volume, permanent pool, V,,,yoa
16,850 ft3
Volume, forebay (sum of forebays if more than one forebay)
3,454 ft3
Forebay % of permanent pool volume
20.5% % OK
SA/DA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain /Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10 -2b)
Volume, permanent pool, Vp --Pcd
Area provided, permanent pool, Ape _Pwl
Average depth calculated
Average depth used in SA/DA, d,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10 -2b)
Area provided, permanent pool, AP—_P­1
Area, bottom of 1 Oft vegetated shelf, Abot ,belt
Area, sediment cleanout, top elevation (bottom of pond), Ahot,ond
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, dog, (Round to down to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if- non - circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C„,)
Length of weir (L)
Driving head (H)
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
90 %
n (Y or N)
y (Y or N)
1.91 (unifless)
y (Y or N)
16,850 ft'
8,900 ft`
4.00 ft OK
4.0 ft OK
n (Y or N)
8,900 ft`
7,000 ft`
1,000 ft2
3.00 ft
ft
ft
y (Y or N)
2.00 in
in
0,60 (unitless)
1.00 ft
n (Y or N)
(unitless)
(unitless)
ft
It
20.97 ft3 /sec
16.49 f6sec
0.06 f3 /sec
2.58 days OK, draws down in 2 -5 days.
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
3.0 :1
OK
y (Y or N)
OK
1.0 ft
OK
n (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
gate valve and emergency spillway
Form SW401 -Wet Detention Basin- Rev.94/18/12 Parts I. & II. Design Summary, Page 2 of 2

Pond Worksheet (90% TSS Removal)
Project: Stillwater Basin: WP #4
z: \Jobs \22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xis
Total Area = 363,000 s. f. = 8.33 acres
Factors used on this worksheet:
The following formulas from the SCS method are used:
S = 1000 /CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2 /(P + 0.8S)
Date:
Rational C
SCS CN
Woods, etc.
0.58
79
Lawn, etc.
0.6
80
Impervious
0.95
98
The following formulas from the SCS method are used:
S = 1000 /CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2 /(P + 0.8S)
Date:
SCS CN = 86.0
SCS S = 1.6279
Storm
To Basin
Impervious =
114,300
Lawn, etc. =
248,700
Woods, etc. =
Rational C =
0.710
SCS CN = 86.0
SCS S = 1.6279
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 inch
1.00
0.1976
1 year
4.61
27.51
3.00
1.6625
21.9
2 year
5.76
34.37
3.60
2.1871
23.1
5 year
6.58
39.27
4.65
3.1417
29.0
10 year
7.22
43.09
5.38
3.8231
32.2
25 year
8.19
48.87
6.41
4.8001
35.6
50 year
8.96
53.47
7.21
5.5678
37.8
100 year
9.72
58.00
8.00
6.3314
39.6
Storage for 1" rainfall =
Surface Area Required
Simple Method
:Zv= 0.05 +0.9 *la
Rv = 0.333388
= 1 " *Rv *A *3630
10085 c. f. (min. 3630 c. f. for stormwater wetlands)
Wet Retention Pond Depth = 3 ft. 4ft
Impervious = 31.5% SA/DA Ratio = 1.99%
Surface Area Required = 7221 s. f. 1 6333
Page 4
11/20/14
5ft
5298

Pond Worksheet (90% TSS Removal)
Stillwater W P##4
zAJobs \22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
Page 4A
11/20/14
0-20
2.19
1.87
1.44
1.34
1.46
1.24
1.36
20-30
1.96
1.87
1.79
1.57
1.46
1.47
1.36
30-40
1.99
1.87
1.74
1.56
1.46
1.44
1.34
40-50
1.99
1.87
1.74
1.56
1.46
1.44
1.34
50-60
1.99
1.87
1.74
1.56
1.46
1.44
1.34
60-70
1.99
1.87
1.74
1.56
1.46
1.44
1.34
70-80
1.99
1.87
1.74
1.56
1.46
1.44
1.34
80+
1.99
1.87
1.74
1.56
1.46
1.44
1.34
1.99
0.00
0.00
0.00
0.00
0.00
0.00 1.99
ORFICE EQUATION: Q= CDA(2gh)1 /2
Number of Drains:
1
Diameter of Drains:
2.0
in
Area of Opening:
0.0218
ft
Orifice Coefficient:
0.50
ft
Average Head: (Q10 el - NP el) /2:
0.25
ft
Average Flow (Orifice Equation)= 0.044 cfs
Volume of Storage = 10,085 cf
Length of Drawdown = 230,529 sec or
64.04 hours >48 hours 48 -120

Permit No.
(to be provided by DWQ)
If. DESIGN INFORMATION
OF W ATF9
Drainage area
c r
NCDENR
114,300 ft
% impervious
31.50 %
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
1.0 in
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out printed and submitted.
The Required Items Checklist (Part /II) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Stillwater BMP #4
Contact person
Donald A. Sever
Phone number
9194691101
Date
1/9/2015
Drainage area number
WP#4
If. DESIGN INFORMATION
Site Characteristics
Drainage area
362,855 fe
Impervious area, post - development
114,300 ft
% impervious
31.50 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
10,085 ft3
14,600 ft?
OK, volume provided is equal to or in excess of volume required.
u�l
ft'
ft3
ft3
ft3
y (Y or N)
3.0 in
0.60 (unitless)
(unitless)
71.00 in /hr OK
21.20 ft3 /sec
16.50 ft'/sec
-4.70 ft?/sec
276.00 fmsl
274.50 fmsl
271.00 fmsl
275.00 fmsl
274.00 fmsl Data not needed for calculation option #1, but OK if provided.
270.00 fmsl
269.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 it
(Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2

II.'' DESIGN INFORMATION
Surface Areas
Area, temporary pool 7,800 fl?
Area REQUIRED, permanent pool 7,221 ft'
SAIDA ratio 1.99 (unitless)
Area PROVIDED, permanent pool, Apempcd 10,800 ft2 OK
Area, bottom of 10ff vegetated shelf, Abot_,helr 6,300 ff2
Area, sediment cleanout, top elevation (bottom of pond), Abolyond 1,500 fe
Volumes
OK
Volume, temporary pool
14,600 ft"
Volume, permanent pool, Vp..-Pool
14,800 ft"
Volume, forebay (sum of forebays if more than one forebay)
2,960 ft3
Forebay % of permanent pool volume
20.0% %
SAIDA Table Data
OK
Design TSS removal
90 %
Coastal SAIDA Table Used?
n (Y or N)
Mountain /Piedmont SAIDA Table Used?
y (Y or N)
SAIDA ratio
1.99 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
y (Y or N)
Volume, permanent pool, Vp.,,,
14,800 ftd
Area provided, permanent pool, AP—_­l
10,800 f'
Average depth calculated
3.00 ft
Average depth used in SAIDA, da,,, (Round to nearest 0.5ft)
3.0 ft
Calculation option 2 used? (See Figure 10 -2b)
n (Y or N)
Area provided, permanent pool, Apaaa -P-1
10,800 fit'
Area, bottom of 1 Oft vegetated shelf, Abot_ ,hdr
6,300 ff2
Area, sediment cleanout, top elevation (bottom of pond), Abot -pond
1,500 ft'
"Depth" (distance b/w bottom of IN shelf and top of sediment)
4.00 ft
Average depth calculated
ft
Average depth used in SAIDA, da,,, (Round to down to nearest 0.5ft)
ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non- circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CH,)
Length of weir (L)
Driving head (H)
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
y (Y or N)
2.00 in
in
0.60 (unitless)
1.00 ft
n (Y or N)
(unitless)
(unitless)
ft
ft
21.22 ft"/sec
17.68 ft3 /sec.
0.04 ft3 /sec
2.67 days
N2
OK
OK
OK
OK, draws down in 2 -5 days.
Permit
(to be provided by DWQ)
3 :1
OK
10 :1
OK
10.0 it
OK
3 :1
OK
3.0 :1
OK
y (Y or N)
OK
1.0 ft
OK
n (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
gate valve and dprap emergency spillway
Form SW401 -Wet Detention Basin- Rev.94/18/12 Parts I. & II. Design Summary, Page 2 of 2

Pond Worksheet (90% TSS Removal)
Project: Stillwater Basin: WP #6
zAJobs\22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
Total Area = 221,812 s. f. = 5.09 acres
Factors used on this worksheet:
The following formulas from the SCS method are used:
S = 1000 1CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Rational C
SCS CN
Woods, etc.
0.58
79
Lawn, etc.
0.6
80
Impervious
0.95
98
The following formulas from the SCS method are used:
S = 1000 1CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^2 /(P + 0.8S)
Storm
Date:
Qp
(cfs)
To Basin
Impervious =
99,140
Lawn, etc. =
368,180
Woods, etc. =
1.00
Rational C =
1.421
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 inch
1.00
0.1976
1 year
4.61
33.62
3.00
1.6625
11.0
2 year
5.76
42.01
3.60
2.1871
11.5
5 year
6.58
47.99
4.65
3.1417
14.5
10 year
7.22
52.66
5.38
3.8231
16.1
25 year
8.19
59.73
6.41
4.8001
17.8
50 year
8.96
65.35
7.21
5.5678
18.9
100 year
9.72
70.89
8.00
6.3314
19.8
Storage for 1" rainfall = 1 8360
SCS CN = 86.0
SCS S = 1.6279
Simple Method
Rv= 0.05 +0.9 *la
Rv = 0.45226
V = 1 " *Rv *A *3630
Surface /Area Required
Wet Retention Pond Depth = 3 ft. 4ft
Impervious = 44.7 % SA/DA Ratio = 2.73 %
Surface Area Required = 6066 s. f. 4957
Page 3
11/20/14
5ft
4200.92

Pond Worksheet (90% TSS Removal)
Stillwater W P #6
z:\Jobs\22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
Page3A
11/20/14
0-20
2.98
2.53
1.84
1.74
1.99
1.64
1.89
20-30
2.49
2.53
2.58
2.23
1.99
2.13
1.89
30-40
2.78
2.53
2.14
2.09
1.99
1.84
1.74
40-50
2.73
2.53
2.23
2.09
1.89
1.79
1.74
50-60
2.73
2.53
2.23
2.09
1.89
1.79
1.74
60-70
2.73
2.53
2.23
2.09
1.89
1.79
1.74
70-80
2.73
2.53
2.23
2.09
1.89
1.79
1.74
80+
2.73
2.53
2.23
2.09
1.89
1.79
1.74
2.73
0.00
0.00
0.00
0.00
0.00
0.00 2.73
ORIFICE EQUATION: Q= CDA(2gh)l12
Number of Drains:
1
Diameter of Drains:
1.5 In
Area of Opening:
0.0123 ft
Orifice Coefficient:
0.50 ft
Average Head: (Q10 el - NP el) /2:
0.50 ft
Average Flow (Orifice Equation)= 0.035 cfs
Volume of Storage = 8,360 cf
Length of Drawdown = 240,297 sec or
66.73 hours >48 hours 48 -120

Permit No.
(to be provided by DWQ)
OF W ATFR
.m.mm ��,,ttry ..� y.
NCDENR t r
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Stillwater BMP #6
Contact person Donald A. Sever
Phone number 9194691101
Date 1/9/2015
Drainage area number WP#6
II. DESIGN INFORMATION
Site Characteristics
Drainage area 221,720 e
Impervious area, post - development 99,140 ft2
% impervious 44.71 %
Design rainfall depth 1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1 y 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: ) -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
8,360 ft3
14,500 ft3
OK, volume provided is equal to or in excess of volume required.
ft,
ft3
ft3
ft"
ft3
y (Y or N)
3.0 in
0.60 (unitless)
..73 (unitless)
4.60 in /hr OK
10.80 ft/sec
1.30 ft/sec
-9.50 ft/sec
268.40 fmsl
266.50 fmsl
261.00 fmsl
267.00 fmsl
266.00 fmsl Data not needed for calculation option #1, but OK if provided.
262.00 fmsl
261.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
(Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2

111. DESIGN INFORMATION
Surface Areas
Area, temporary pool 5,700 ft2
Area REQUIRED, permanent pool 4,944 ft
SAIDA ratio 2.23 ( unitless)
Area PROVIDED, permanent pool, A,,em,-PW 14,500 ft2 OK
Area, bottom of 1 Oft vegetated shelf, Abet Shelf 5,700 fr
Area, sediment cleanout, top elevation (bottom of pond), Abol,.d 1,200 W
Volumes
Volume, temporary pool 14,500 fO
Volume, permanent pool, Vpenn -pow 12,500 ft3
Volume, forebay (sum of forebays if more than one forebay) 2,500 ft3
Forebay % of permanent pool volume 20.0% %
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain /Piedmont SA/DA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
Volume, permanent pool, VP. -pd
pd
Area provided, permanent pool, A,,,,.1
Average depth calculated
Average depth used in SAIDA, day, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10 -2b)
Area provided, permanent pool, Apetrnjml
Area, bottom of 1 Oft vegetated shelf, Abot shelf
Area, sediment cleanout, top elevation (bottom of pond), Abot -pond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, day„ (Round to down to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if- non - circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
90 %
n (Y or N)
y (Y or N)
2.23 (unitless)
y (Y or N)
12,500 W
14,500 ft`
4.00 ft
4.0 ft
n (Y or N)
14,500 ft'
5,700 fe
1,200 ft2
4.00 It
ft
ft
y (Y or N)
1.50 in
in
0.60 (unitless)
1.00 It
n (Y or N)
(unifless)
(unifless)
ft
ft
10.80 ft3 /sec
1.30 ft/see
0.04 ft3lsec
2.75 days
OK
OK
OK
OK
OK, draws down in 2 -5 days.
Permit
(to be provided by DWQ)
3 :1
OK
10 :1
OK
10.0 It
OK
3 :1
OK
3.0 :1
OK
y (Y or N)
OK
1.0 It
OK
n (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
gate valve and riprap emergency spillway
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & H. Design Summary, Page 2 of 2

Pond Worksheet (90% TSS Removal)
0
Project: Stillwater Basin: WP #7
zAJobs\22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
Total Area = 1,228,740 s. f. = 28.21 acres
Factors used on this worksheet:
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2 /(P + 0.8S)
Date:
To Basin
Impervious = 486,800
Lawn, etc. = 741,940
Woods, etc. = 0
Rational C = 0.739
t.Y�Yy►�:I:1�i
Storm
Rational C
SCS CN
Woods, etc.
0.58
79
Lawn, etc.
0.6
80
Impervious
0.95
98
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) ^ 2 /(P + 0.8S)
Date:
To Basin
Impervious = 486,800
Lawn, etc. = 741,940
Woods, etc. = 0
Rational C = 0.739
t.Y�Yy►�:I:1�i
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 inch
1.00
0.1976
1 year
4.61
96.85
3.00
1.6625
21.1
2 year
5.76
121.01
3.60
2.1871
22.2
5 year
6.58
138.24
4.65
3.1417
27.9
10 year
7.22
151.69
5.38
3.8231
30.9
25 year
8.19
172.06
6.41
4.8001
34.3
50 year
8.96
188.24
7.21
5.5678
36.3
100 year
9.72
204.21
8.00
6.3314
38.1
SCS S = 1.6279
Simple Method
:I,lv = 0.05 + 0.9*la
Rv = 0.40656
J = 1 " *Rv *A *3630
Storage for 1" rainfall = 1 41630 c. f. (min. 3630 c. f. for stormwater wetlands)
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = 39.6 % SA/DA Ratio =
Surface Area Required = 30437 s. f.
USE
4ft
2.48 %
24433.92
6ft
1.59
19518.96
Page 2
11/20/14
5ft
21929.48

Pond Worksheet (90% TSS Removal)
Stillwater W P #7
z: \Jobs \22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
% Imp.
Cover
Permanent Pool Depth (ft.)
3.0
3.5
4.0
4.5
5.0
5.5
6.0
10
0.9
0.8
0.8
0.7
0.6
0.6
0.5
20
1.5
1.3
1.1
1.0
1.0
0.9
0.9
30
1.9
1.8
1.7
1.5
1.4
1.4
1.3
40
2.5
2.3
2.0
1.9
1.8
1.7
1.6
50
3.0
2.8
2.5
2.3
2.0
1.9
1.9
60
3.5
3.2
2.8
2.7
2.5
2.4
2.2
70
4.0
3.7
3.3
3.1
2.8
2.7
2.5
80
4.5
1 4.1
3.8
3.5
3.3
3.0
2.8
90
5.0
1 4.5
4.0
3.8
3.5
3.3
3.0
0-20
2.68
2.28
1.69
1.59
1.78
1.49
1.68
20-30
2.28
2.28
2.28
1.98
1.78
1.88
1.68
30-40
2.48
2.28
1.99
1.88
1.78
1.69
1.59
40-50
2.48
2.28
1.99
1.88
1.78
1.69
1.59
50-60
2.48
2.28
1.99
1.88
1.78
1.69
1.59
60-70
2.48
2.28
1.99
1.88
1.78
1.69
1.59
70-80
2.48
2.28
1.99
1.88
1.78
1.69
1.59
80+
2.48
2.28
1.99
1.88
1.78
1.69
1.59
2.48 0.00 0.00 0.00 0.00 0.00 0.00
ORFICE EQUATION: Q= CDA(2gh)112
Number of Drains:
1
Diameter of Drains:
3.0 in
Area of Opening:
0.0491 ft
Orifice Coefficient:
0.60 ft
Average Head: (Q10 el - NP el) /2:
0.50 ft
Average Flow (Orifice Equation)= 0.167 cfs
Volume of Storage = 41,630 cf
Length of Drawdown = 249,215 sec or
Page 2A
11/20/14
2.48
69.23 hours >48 hours 48 -120

Permit No.
(to be provided by DWQ)
OF W ATFR
O� QG
AAA-11*19A r
NCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 11l) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Stillwater BMP #7
Contact person Donald A. Sever
Phone number 919 4691101
Date 1/9/2015
Drainage area number BMP #7
IL !DESIGN INFORMATION
Site Characteristics
Drainage area 1,228,828 ff
Impervious area, post - development 486,800 fe
% impervious 39.61 %
Design rainfall depth 1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the 1 yr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
41,630 ft3
42,000 ff3 OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
y (Y or N)
3.0 in
0.60, (unitless)
0.76, (unitless)
4.60 in /hr OK
78.90 ft3 /sec
43.75 ft3 /sec
-35.15 ft3 /sec
268.40 fmsl
266.50 fmsl
264.00 fmsl
267.00 fmsl
266.00 fmsl Data not needed for calculation option #1, but OK if provided.
260.00 fmsl
259.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
h (Y or N)
fmsl
Form SW401 -Wet Detention Basin -Rev.9 4118/12 Parts I. & II. Design Summary, Page 1 of 2

IL DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Apern-pool
Area, bottom of 1 Oft vegetated shelf, Abm_5hdl
Area, sediment cleanout, top elevation (bottom of pond), AW_pond
Volumes
Volume, temporary pool
Volume, permanent pool, Vperm-pool
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain /Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
Volume, permanent pool, Vperr -pol
Area provided, permanent pool, Aperm-poi
Average depth calculated
Average depth used in SAIDA, da,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10 -2b)
Area provided, permanent pool, A,.,,.,
Area, bottom of 1 Oft vegetated shelf, Abort hdf
Permit
(to be provided by DWQ)
19,538 fe
19,538 ftz
1.59 (unitless)
19,800 f? OK
18,700 ft'
6,700 ff
42,000 ft3 OK
42,000 fe
8,610;; ft3
20.5% % OK
90%
n (Y or N)
y (Y or N)
1.59 (unitless)
y (Y or N)
42,000 ft3
19,800 ff
6.00 ft
6.0 ft
n_ (Y or N)
19,800 ft,
18,700 ff
OK
OK
Area, sediment cleanout, top elevation (bottom of pond), Abotyond
6,700 fe
"Depth" (distance b/w bottom of 1 oft shelf and top of sediment)
6.00 ft
Average depth calculated
6.00 It OK
Average depth used in SAIDA, day, (Round to down to nearest 0.5ft)
6.0 ft OK
Drawdown Calculations
OK
Drawdown through orifice?
y -;> (Y or N)
Diameter of orifice (if circular)
3.00 in
Area of orifice (if- non - circular)
in'
Coefficient of discharge (Co)
0.60, (unitless)
Driving head (Ho)
1.50 It
Drawdown through weir?
n (Y or N)
Weir type
(unitless)
Coefficient of discharge (Cv,)
(unitless)
Length of weir (L)
" ft
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
78,90 f3 /sec
Post - development 1 -yr, 24 -hr peak flow
43.75 f3 /sec
Storage volume discharge rate (through discharge orifice or weir)
0.17: ft3 /sec
Storage volume drawdown time
2.88 days OK, draws down in 2 -5 days.
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
3 :1 OK
3 :1
Insufficient shelf slope.
10.0 ft
OK
3 :1
OK
1.5 :1
OK
Y (Y or N)
OK
y;ft
OK
n (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
gate valve and riprap emergency spillway
Form SW401 -Wet Detention Basin -Rev.9 -0/18/12 Parts I. & II. Design Summary, Page 2 of 2

Pond Worksheet Revised (90% TSS Removal
Project: Stillwater Basin: WP #8 Date: 11/20/14
zAJobs \22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xls
To Basin
Total Area = 1,063,860 s. f. = 24.42 acres Impervious = 464,624 10.6663
Lawn, etc. = 599,236
Factors used on this worksheet: Woods, etc. = 0
Rational C = 0.753
The following formulas from the SCS method are used:
S = 1000 /CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) 112 /(P + 0.8S)
Storm
Rational C
SCS CN
Woods, etc.
0.58
79
Lawn, etc.
0.6
80
Impervious
0.95
98
The following formulas from the SCS method are used:
S = 1000 /CN -10 Tp = Vol. /1.39Qp
Q* = (P - 0.2S) 112 /(P + 0.8S)
Storm
I
(iph)
Qp
(cfs)
P
(in.)
Q*
(in.)
Tp
(min.)
1 inch
1.00
0.1976
1 year
4.61
85.47
3.00
1.6625
20.7
2 year
5.76
106.79
3.60
2.1871
21.8
5 year
6.58
121.99
4.65
3.1417
27.4
10 year
7.22
133.86
5.38
3.8231
30.4
25 year
8.19
151.84
6.41
4.8001
33.6
50 year
8.96
166.11
7.21
5.5678
35.6
100 year
9.72
180.20
8.00
6.3314
37.3
Storage for 1" rainfall =
Surface Area Required
SCS CN = 86.0
SCS S = 1.6279
Simple Method
Rv = 0.05 + 0.9 *la
Rv = 0.443066
= 1 " *Rv *A *3630
39280 c. f. (min. 3630 c. f. for stormwater wetlands)
�1/`/et Retention lI Pol lId Depti 1 = 3 ft. 4ft lift
Impervious = 43.7 % SA/DA Ratio = 2.68 %
Surface Area Required = 28551 s. f. 23231.5
19931.2

Pond Worksheet (90% TSS Removal)
Stillwater W P #8
z: \Jobs \22000 \apex ragan\ Documents \Reports \PondWork(Prel.).xis
Table 10 -3 from State BMP manual (2007)
Mountain and Piedmont Areas Only
% Imp.
Cover
Permanent Pool Depth (ft.)
3.0
3.5
4.0
4.5
5.0
5.5
6.0
10
0.9
0.8
0.8
0.7
0.6
0.6
0.5
20
1.5
1.3
1.1
1.0
1.0
0.9
0.9
30
1 1.9
1.8
1.7
1.5
1.4
1.4
1.3
40
2.5
2.3
2.0
1.9
1.8
1.7
1.6
50
3.0
2.8
2.5
2.3
2.0
1.9
1.9
60
3.5
3.2
2.8
2.7
2.5
2.4
2.2
70
4.0
3.7
3.3
3.1
2.8
2.7
2.5
80
4.5
4.1
3.8
3.5
3.3
3.0
2.8
90
5.0
4.5
4.0
3.8
3.5
3.3
3.0
0-20
2.92
2.48
1.81
1.71
1.95
1.61
1.85
20-30
2.45
2.48
2.52
2.18
1.95
2.08
1.85
30-40
2.72
2.48
2.11
2.05
1.95
1.81
1.71
40-50
2.68
2.48
2.18
2.05
1.87
1.77
1.71
50-60
2.68
2.48
2.18
2.05
1.87
1.77
1.71
60-70
2.68
2.48
2.18
2.05
1.87
1.77
1.71
70-80
2.68
2.48
2.18
2.05
1.87
1.77
1.71
80+
2.68
2.48
2.18
2.05
1.87
1.77
1.71
2.68
0.00
0.00
0.00
0.00
0.00
0.00
ORFICE EQUATION: Q= CDA(2gh)'12
Number of Drains:
1
Diameter of Drains:
3.0
in
Area of Opening:
0.0491
ft
Orifice Coefficient:
0.50
'IL
Average Head: (Q10 el - NP el) /2:
0.50
ft
Average Flow (Orifice Equation)= 0.139 cfs
Volume of Storage = 39,280 cf
Length of Drawdown = 282,178 sec or
Page 1 A
11/20/14
78.38 hours >48 hours 48 -120
.:

Hydrograph Report Summary
16

Hydrograph eturn 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
- - - - --
48.37
66.40
- - - - - --
100.09
124.17
158.58
185.47
212.06
Pre Basin 8
2
SCS Runoff
- - - - --
64.26
84.07
- - - - - --
119.26
143.83
178.47
205.29
231.68
Post Basin 8
4
Reservoir
2
31.35
57.36
- - - - - --
97.54
126.10
161.35
188.29
209.87
Post- BMP 8
6
SCS Runoff
- - - - --
44.78
61.03
- - - - - --
91.68
113.54
144.74
169.09
193.17
Pre basin 5
7
SCS Runoff
- - - - --
59.15
77.21
- - - - - --
109.25
131.61
163.10
187.46
211.44
Post basin 5
9
Reservoir
7
26.92
52.60
- - - - - --
93.53
116.69
145.01
164.21
183.95
Post WP7
11
SCS Runoff
- - - - --
10.80
14.72
- - - - - --
22.12
27.39
34.91
40.79
46.60
Pre Area 6
12
SCS Runoff
- - - - --
14.20
18.54
- - - - - --
26.23
31.60
39.16
45.01
50.77
Post Area 6
14
Reservoir
12
1.265
7.038
- - - - - --
21.69
28.08
36.08
41.87
46.14
Post WP #6
16
SCS Runoff
- - - - --
21.22
28.93
- - - - - --
43.45
53.81
68.60
80.14
91.55
Pre Aree 4
17
SCS Runoff
- - - - --
27.90
36.42
- --
51.54
62.08
76.93
88.43
99.74
Post area 4
18
Reservoir
17
17.68
29.47
- - - - - --
39.31
41.04
51.59
61.79
72.55
Post WP 4
20
SCS Runoff
- - - - --
20.38
27.77
- - - - - --
41.71
51.66
65.85
76.93
87.89
Pre 2
21
SCS Runoff
- - - - --
26.78
34.96
- - - - - --
49.47
59.60
73.85
84.89
95.75
Post Area 2
23
Reservoir
21
8.625
21.16
- - - - - --
41.68
52.15
65.74
73.11
80.76
Post WP2
25
SCS Runoff
- - - - --
20.38
27.77
- - - - - --
41.71
51.66
65.85
76.93
87.89
Pre area 1
26
SCS Runoff
- - - - --
26.78
34.96
- - - - - --
49.47
59.60
73.85
84.89
95.75
Post Area 1
28
Reservoir
26
9.841
22.52
- - - - - --
41.86
52.05
66.28
75.88
83.34
Post -WP #1
30
SCS Runoff
- - - - --
20.97
28.58
- - - - - --
42.93
53.16
67.77
79.18
90.45
Pre area 3
31
SCS Runoff
- - - - --
27.56
35.98
- - - - - --
50.92
61.33
76.01
87.37
98.54
Post Area 3
33
Reservoir
31
16.49
28.58
- - - - - --
44.48
52.79
64.15
73.27
82.83
Post WP3
35
SCS Runoff
- - - - --
15.03
20.48
- - - - - --
30.76
38.10
48.57
56.74
64.82
Pre 5
36
SCS Runoff
- - - - --
19.75
25.79
- - - - - --
36.49
43.95
54.47
62.61
70.61
Post 5
37
Combine
7,36
78.90
103.00
- - - - - --
145.74
175.56
217.56
250.07
282.05
add area 5 and 7
38
Reservoir
37
43.75
82.23
- - - - - --
132.80
163.85
200.62
227.33
255.06
combine 5 and 7
39
Combine
11, 16, 20,
108.78
148.25
- - - - - --
222.67
275.77
351.55
410.71
469.20
Pre developement
25, 30, 35,
40
Combine
14, 18, 23,
95.69
187.75
- - - - - --
318.06
389.19
479.21
546.92
613.17
Post Development
28, 33, 38,
Proj. file: C: \Civil 3D Projects \Stillwater \Stillwater large pond 7.gpw
Thursday, 00 8, 2015
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Hydrograph Return Period ReCPyRflow Hydrographs Extension for AutoCAD@ Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph Inflow
type
(origin)
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
42
44
45
Combine
Combine
Combine
1, 6,
39, 42,
40,
92.84
201.62
108.75 `224.64
127.41
275.60
— -
-- - -
- - -i
190.64
410.57
235.69
506.55
299.93
643.27
350.06
749.86
399.61
855.58
Pre 8 and 5
Pre Total
VS
Post Total j
403.06
500.88
632.70
729.12
818.93
Proj. file: CACivil 3D Projects \Stillwater \Stillwater large pond 7.gpw
Thursday, 00 8, 2015
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• • • • •
CAChAl 3D Projects \Stillwater \Stillwater large pond 7.gpw
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
WatershedModel Schematic ...................................................... ............................... 1
Hydrograph Return Period Recap .............................................. ............................... 2
1 -Year
SummaryReport .......................................................................................... ...............................
4
HydrographReports .................................................................................... ...............................
6
Hydrograph No. 1, SCS Runoff, Pre Basin 8 ............................................ ...............................
6
Hydrograph No. 2, SCS Runoff, Post Basin 8 ........................................... ...............................
7
Hydrograph No. 4, Reservoir, Post- BMP 8 .............................................. ...............................
8
PondReport - WP # 8 ............................................................................ ...............................
9
Hydrograph No. 6, SCS Runoff, Pre basin 5 ........................................... ...............................
10
Hydrograph No. 7, SCS Runoff, Post basin 5 ......................................... ...............................
11
Hydrograph No. 9, Reservoir, Post WP7 ................................................ ...............................
12
PondReport - WP# 7 ........................................................................... ...............................
13
Hydrograph No. 11, SCS Runoff, Pre Area 6 .......................................... ...............................
14
Hydrograph No. 12, SCS Runoff, Post Area 6 ........................................ ...............................
15
Hydrograph No. 14, Reservoir, Post WP# 6 ............................................ ...............................
16
PondReport - WP# 6 ........................................................................... ...............................
17
Hydrograph No. 16, SCS Runoff, Pre Aree 4 .......................................... ...............................
18
Hydrograph No. 17, SCS Runoff, Post area 4 ......................................... ...............................
19
Hydrograph No. 18, Reservoir, Post WP 4 .............................................. ...............................
20
PondReport - WP# 4 ........................................................................... ...............................
21
Hydrograph No. 20, SCS Runoff, Pre 2 .................................................. ...............................
22
Hydrograph No. 21, SCS Runoff, Post Area 2 ........................................ ...............................
23
Hydrograph No. 23, Reservoir, Post WP2 ............................................... ...............................
24
PondReport - WP# 2 ........................................................................... ...............................
25
Hydrograph No. 25, SCS Runoff, Pre area 1 .......................................... ...............................
26
Hydrograph No. 26, SCS Runoff, Post Area 1 ........................................ ...............................
27
Hydrograph No. 28, Reservoir, Post - WP# 1 ........................................... ...............................
28
PondReport - WP# 1 ........................................................................... ...............................
29
Hydrograph No. 30, SCS Runoff, Pre area 3 .......................................... ...............................
30
Hydrograph No. 31, SCS Runoff, Post Area 3 ........................................ ...............................
31
Hydrograph No. 33, Reservoir, Post WP3 ............................................... ...............................
32
PondReport - WP# 3 ............................................................................. .............................
,30
Hydrograph No. 35, SCS Runoff, Pre 5 .................................................. ...............................
34
Hydrograph No. 36, SCS Runoff, Post 5 ................................................. ...............................
35
Hydrograph No. 37, Combine, add area 5 and 7 .................................... ...............................
36
Hydrograph No. 38, Reservoir, combine 5 and 7 .................................... ...............................
37
PondReport - WP# 7 ........................................................................... ...............................
38
Hydrograph No. 39, Combine, Pre developement .................................. ...............................
39
Hydrograph No. 40, Combine, Post Development .................................. ...............................
40
Hydrograph No. 42, Combine, Pre 8 and 5 ............................................. ...............................
41
Hydrograph No. 44, Combine, Pre Total ................................................. ...............................
42
Hydrograph No. 45, Combine, Post Total ............................................... ...............................
43
5 - Year
SummaryReport ........................................................................................ ............................... 44
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Contents continued...
CACNAI 3D Projects \Stillwater \Stillwater large pond 7.gpw
HydrographReports .................................................................................. ...............................
46
Hydrograph No. 1, SCS Runoff, Pre Basin 8 .......................................... ...............................
46
Hydrograph No. 2, SCS Runoff, Post Basin 8 ......................................... ...............................
47
Hydrograph No. 4, Reservoir, Post- BMP 8 ............................................ ...............................
48
Hydrograph No. 6, SCS Runoff, Pre basin 5 ........................................... ...............................
49
Hydrograph No. 7, SCS Runoff, Post basin 5 ......................................... ...............................
50
Hydrograph No. 9, Reservoir, Post WP7 ................................................ ...............................
51
Hydrograph No. 11, SCS Runoff, Pre Area 6 .......................................... ...............................
52
Hydrograph No. 12, SCS Runoff, Post Area 6 ........................................ ...............................
53
Hydrograph No. 14, Reservoir, Post WP# 6 ............................................ ...............................
54
Hydrograph No. 16, SCS Runoff, Pre Aree 4 .......................................... ...............................
55
Hydrograph No. 17, SCS Runoff, Post area 4 ......................................... ...............................
56
Hydrograph No. 18, Reservoir, Post WP 4 .............................................. ...............................
57
Hydrograph No. 20, SCS Runoff, Pre 2 .................................................. ...............................
58
Hydrograph No. 21, SCS Runoff, Post Area 2 ........................................ ...............................
59
Hydrograph No. 23, Reservoir, Post WP2 ............................................... ...............................
60
Hydrograph No. 25, SCS Runoff, Pre area 1 .......................................... ...............................
61
Hydrograph No. 26, SCS Runoff, Post Area 1 ........................................ ...............................
62
Hydrograph No. 28, Reservoir, Post - WP# 1 ........................................... ...............................
63
Hydrograph No. 30, SCS Runoff, Pre area 3 .......................................... ...............................
64
Hydrograph No. 31, SCS Runoff, Post Area 3 ........................................ ...............................
65
Hydrograph No. 33, Reservoir, Post WP3 ............................................... ...............................
66
Hydrograph No. 35, SCS Runoff, Pre 5 .................................................. ...............................
67
Hydrograph No. 36, SCS Runoff, Post 5 ................................................. ...............................
68
Hydrograph No. 37, Combine, add area 5 and 7 .................................... ...............................
69
Hydrograph No. 38, Reservoir, combine 5 and 7 .................................... ...............................
70
Hydrograph No. 39, Combine, Pre developement .................................. ...............................
71
Hydrograph No. 40, Combine, Post Development .................................. ...............................
72
Hydrograph No. 42, Combine, Pre 8 and 5 ............................................. ...............................
73
Hydrograph No. 44, Combine, Pre Total ................................................. ...............................
74
Hydrograph No. 45, Combine, Post Total ............................................... ...............................
75
10 -Year
SummaryReport ........................................................................................ ...............................
76
HydrographReports .................................................................................. ...............................
78
Hydrograph No. 1, SCS Runoff, Pre Basin 8 .......................................... ...............................
78
Hydrograph ".o. 2 SCS Runoff Post Basin R
79
Hydrograph No. 4, Reservoir, Post- BMP 8 ............................................ ...............................
80
Hydrograph No. 6, SCS Runoff, Pre basin 5 ........................................... ...............................
81
Hydrograph No. 7, SCS Runoff, Post basin 5 ......................................... ...............................
82
Hydrograph No. 9, Reservoir, Post WP7 ................................................ ...............................
83
Hydrograph No. 11, SCS Runoff, Pre Area 6 .......................................... ...............................
84
Hydrograph No. 12, SCS Runoff, Post Area 6 ........................................ ...............................
85
Hydrograph No. 14, Reservoir, Post WP# 6 ............................................ ...............................
86
Hydrograph No. 16, SCS Runoff, Pre Aree 4 .......................................... ...............................
87
Hydrograph No. 17, SCS Runoff, Post area 4 ......................................... ...............................
88
Hydrograph No. 18, Reservoir, Post WP 4 .............................................. ...............................
89
Hydrograph No. 20, SCS Runoff, Pre 2 .................................................. ...............................
90
Hydrograph No. 21, SCS Runoff, Post Area 2 ........................................ ...............................
91
Hydrograph No. 23, Reservoir, Post WP2 ............................................... ...............................
92
Hydrograph No. 25, SCS Runoff, Pre area 1 .......................................... ...............................
93
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Contents continued...
CACivil 3D Projects \Stillwater \Stillwater large pond 7.gpw
Hydrograph No. 26, SCS Runoff, Post Area 1 ........................................ ...............................
94
Hydrograph No. 28, Reservoir, Post- WP# 1 ........................................... ...............................
95
Hydrograph No. 30, SCS Runoff, Pre area 3 .......................................... ...............................
96
Hydrograph No. 31, SCS Runoff, Post Area 3 ........................................ ...............................
97
Hydrograph No. 33, Reservoir, Post WP3 ............................................... ...............................
98
Hydrograph No. 35, SCS Runoff, Pre 5 .................................................. ...............................
99
Hydrograph No. 36, SCS Runoff, Post 5 ............................................... ...............................
100
Hydrograph No. 37, Combine, add area 5 and 7 .................................. ...............................
101
Hydrograph No. 38, Reservoir, combine 5 and 7 .................................. ...............................
102
Hydrograph No. 39, Combine, Pre developement ................................ ...............................
103
Hydrograph No. 40, Combine, Post Development ................................ ...............................
104
Hydrograph No. 42, Combine, Pre 8 and 5 ........................................... ...............................
105
Hydrograph No. 44, Combine, Pre Total ............................................... ...............................
106
Hydrograph No. 45, Combine, Post Total ............................................. ...............................
107
100 - Year
SummaryReport ...................................................................................... ...............................
108
HydrographReports ................................................................................ ...............................
110
Hydrograph No. 1, SCS Runoff, Pre Basin 8 ........................................ ...............................
110
Hydrograph No. 2, SCS Runoff, Post Basin 8 ....................................... ...............................
111
Hydrograph No. 4, Reservoir, Post- BMP 8 .......................................... ...............................
112
Hydrograph No. 6, SCS Runoff, Pre basin 5 ......................................... ...............................
113
Hydrograph No. 7, SCS Runoff, Post basin 5 ....................................... ...............................
114
Hydrograph No. 9, Reservoir, Post WP7 .............................................. ...............................
115
Hydrograph No. 11, SCS Runoff, Pre Area 6 ........................................ ...............................
116
Hydrograph No. 12, SCS Runoff, Post Area 6 ...................................... ...............................
117
Hydrograph No. 14, Reservoir, Post WP# 6 .......................................... ...............................
118
Hydrograph No. 16, SCS Runoff, Pre Aree 4 ........................................ ...............................
119
Hydrograph No. 17, SCS Runoff, Post area 4 ....................................... ...............................
120
Hydrograph No. 18, Reservoir, Post WP 4 ............................................ ...............................
121
Hydrograph No. 20, SCS Runoff, Pre 2 ................................................ ...............................
122
Hydrograph No. 21, SCS Runoff, Post Area 2 ...................................... ...............................
123
Hydrograph No. 23, Reservoir, Post WP2 ............................................. ...............................
124
Hydrograph No. 25, SCS Runoff, Pre area 1 ........................................ ...............................
125
Hydrograph No. 26, SCS Runoff, Post Area 1 ...................................... ...............................
126
Hydrograph No. 28, Reservoir, Post - WP# 1 ......................................... ...............................
127
H%,rlrngraph Flo. 30 SrR RiinnfF Pre area
128
Hydrograph No. 31, SCS Runoff, Post Area 3 ...................................... ...............................
129
Hydrograph No. 33, Reservoir, Post WP3 ............................................. ...............................
130
Hydrograph No. 35, SCS Runoff, Pre 5 ................................................ ...............................
131
Hydrograph No. 36, SCS Runoff, Post 5 ............................................... ...............................
132
Hydrograph No. 37, Combine, add area 5 and 7 .................................. ...............................
133
Hydrograph No. 38, Reservoir, combine 5 and 7 .................................. ...............................
134
Hydrograph No. 39, Combine, Pre developement ................................ ...............................
135
Hydrograph No. 40, Combine, Post Development ................................ ...............................
136
Hydrograph No. 42, Combine, Pre 8 and 5 ........................................... ...............................
137
Hydrograph No. 44, Combine, Pre Total ............................................... ...............................
138
Hydrograph No. 45, Combine, Post Total ............................................. ...............................
139
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Watershed Model Schematic
1 2
7
Hvd. Tin Description
1 un f Pre Basin 8
2 un ff Post Basin 8
4
Re ervoir
Post- BMP 8
6
S Run ff
Pre basin 5
7
SCS Ru ff
Post basin 5
9
Reservoir
Post W P7
11
SCS Runoff
Pre Area 6
12
SCS Runoff
Post Area 6
14
Reservoir
Post W P #6
16
SCS Runoff
Pre Aree 4
17
SCS Runoff
Post area 4
18
Res
Post WP 4
20
SCS f f0off
Pre 2
21
SC 5' noff
Post Area 2
23
Reservoir
Post W P2
25
SCS Runoff
P rea 1
26
SCS Runoff
Post 1
28
Reservoir
Post -W P #1
30
SCS Runoff
Pre area 3
31
SCS Runoff
Post Area 3
33
Reservoir
Post W P3
35
SCS Runoff
Pre 5
36
SCS Runoff
Post 5
37
Combine
add area 5 and 7
38
Reservoir
combine 5 and 7
39
Combine
Pre developement
40
Combine
Post Development
42
Combine
Pre 8 and 5
44
Combine
Pre Total
45
Combine
Post Total
11 12
1
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
16 17
V
21
\�J I
40
30 31
Y
Project: CACivil 3D Projects \Stillwater \Stillwater large pond 7.gpw Thursday, 00 8, 2015
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J
38

6
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
- - - - --
48.37
66.40
- - - - - --
100.09
124.17
158.58
185.47
212.06
Pre Basin 8
2
SCS Runoff
- - - - --
64.26
84.07
- - - - - --
119.26
143.83
178.47
205.29
231.68
Post Basin 8
4
Reservoir
2
31.35
57.36
- - - - - --
97.54
126.10
161.35
188.29
209.87
Post- BMP 8
6
SCS Runoff
- - - - --
44.78
61.03
- - - - - --
91.68
113.54
144.74
169.09
193.17
Pre basin 5
7
SCS Runoff
- - - - --
59.15
77.21
- - - - - --
109.25
131.61
163.10
187.46
211.44
Post basin 5
9
Reservoir
7
26.92
52.60
- - - - - --
93.53
116.69
145.01
164.21
183.95
Post W P7
11
SCS Runoff
- - - - --
10.80
14.72
- - - - - --
22.12
27.39
34.91
40.79
46.60
Pre Area 6
12
SCS Runoff
- - - - --
14.20
18.54
- - - - - --
26.23
31.60
39.16
45.01
50.77
Post Area 6
14
Reservoir
12
1.265
7.038
- - - - - --
21.69
28.08
36.08
41.87
46.14
Post W P #6
16
SCS Runoff
- - - - --
21.22
28.93
- - - - - --
43.45
53.81
68.60
80.14
91.55
Pre Aree 4
17
SCS Runoff
- - - - --
27.90
36.42
- - - - - --
51.54
62.08
76.93
88.43
99.74
Post area 4
18
Reservoir
17
17.68
29.47
- - - - - --
39.31
41.04
51.59
61.79
72.55
Post WP 4
20
SCS Runoff
- - - - --
20.38
27.77
- - - - - --
41.71
51.66
65.85
76.93
87.89
Pre 2
21
SCS Runoff
- - - - --
26.78
34.96
- - - - - --
49.47
59.60
73.85
84.89
95.75
Post Area 2
23
Reservoir
21
8.625
21.16
- - - - - --
41.68
52.15
65.74
73.11
80.76
Post W P2
25
SCS Runoff
- - - - --
20.38
27.77
- - - - - --
41.71
51.66
65.85
76.93
87.89
Pre area 1
26
SCS Runoff
- - - - --
26.78
34.96
- - - - - --
49.47
59.60
73.85
84.89
95.75
Post Area 1
28
Reservoir
26
9.841
22.52
- - - - - --
41.86
52.05
66.28
75.88
83.34
Post -W P #1
30
SCS Runoff
- - - - --
20.97
28.58
- - - - - --
42.93
53.16
67.77
79.18
90.45
Pre area 3
31
SCS Runoff
- - - - --
27.56
35.98
- - - - - --
50.92
61.33
76.01
87.37
98.54
Post Area 3
33
Reservoir
31
16.49
28.58
- - - - - --
44.48
52.79
64.15
73.27
82.83
Post W P3
35
SCS Runoff
- - - - --
15.03
20.48
- - - - - --
30.76
38.10
48.57
56.74
64.82
Pre 5
36
SCS Runoff
- - - - --
19.75
25.79
- - - - - --
36.49
43.95
54.47
62.61
70.61
Post 5
37
Combine
7,36
78.90
103.00
- - - - - --
145.74
175.56
217.56
250.07
282.05
add area 5 and 7
38
Reservoir
37
43.75
82.23
- - - - - --
132.80
163.85
200.62
227.33
255.06
combine 5 and 7
39
Combine
11, 16, 20,
108.78
148.25
- - - - - --
222.67
275.77
351.55
410.71
469.20
Pre developement
25, 30, 35,
40
Combine
14, 18, 23,
95.69
187.75
- - - - - --
318.06
389.19
479.21
546.92
613.17
Post Development
28, 33, 38,
Proj. file: CACivil 3D Projects \Stillwater \Stillwater large pond 7.gpw
Thursday, 00 8, 2015
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3
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
42
Combine
1, 6,
92.84
127.41
- - - - - --
190.64
235.69
299.93
350.06
399.61
Pre 8 and 5
44
Combine
39, 42,
201.62
275.60
- - - - - --
410.57
506.55
643.27
749.86
855.58
Pre Total
45
Combine
40,
108.75
224.64
- - - - - --
403.06
500.88
632.70
729.12
818.93
Post Total
Proj. file: CACivil 3D Projects \Stillwater \Stillwater large pond 7.gpw
Thursday, 00 8, 2015
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Hydrograph Summary Report
4
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
(cult)
Hydrograph
Description
1
SCS Runoff
48.37
2
720
110,715
- - - - --
- - - - --
- - - - --
Pre Basin 8
2
SCS Runoff
64.26
2
718
147,249
- - - - --
- - - - --
- - - - --
Post Basin 8
4
Reservoir
31.35
2
726
144,675
2
278.70
112,319
Post- BMP 8
6
SCS Runoff
44.78
2
718
89,757
- - - - --
- - - - --
- - - - --
Pre basin 5
7
SCS Runoff
59.15
2
716
119,942
- - - - --
- - - - --
- - - - --
Post basin 5
9
Reservoir
26.92
2
722
118,273
7
268.63
121,915
Post WP7
11
SCS Runoff
10.80
2
718
21,652
- - - - --
- - - - --
- - - - --
Pre Area 6
12
SCS Runoff
14.20
2
716
28,797
- - - - --
- - - - --
- - - - --
Post Area 6
14
Reservoir
1.265
2
746
27,525
12
268.49
28,290
Post W P #6
16
SCS Runoff
21.22
2
718
42,539
- - - - --
- - - - --
- - - - --
Pre Aree 4
17
SCS Runoff
27.90
2
716
56,576
- - - - --
- - - - --
- - - - --
Post area 4
18
Reservoir
17.68
2
722
56,194
17
276.60
45,388
Post WP 4
20
SCS Runoff
20.38
2
718
40,838
- - - - --
- - - - --
- - - - --
Pre 2
21
SCS Runoff
26.78
2
716
54,313
- - - - --
- - - - --
- - - - --
Post Area 2
23
Reservoir
8.625
2
724
53,183
21
282.36
54,842
Post WP2
25
SCS Runoff
20.38
2
718
40,838
- - - - --
- - - - --
- - - - --
Pre area 1
26
SCS Runoff
26.78
2
716
54,313
- - - - --
- - - - --
- - - - --
Post Area 1
28
Reservoir
9.841
2
724
53,070
26
286.20
51,825
Post -W P #1
30
SCS Runoff
20.97
2
718
42,029
- - - - --
- - - - --
- - - - --
Pre area 3
31
SCS Runoff
27.56
2
716
55,897
- - - - --
- - - - --
- - - - --
Post Area 3
33
Reservoir
16.49
2
722
55,589
31
276.26
34,699
Post W P3
35
SCS Runoff
15.03
2
718
30,118
- - - - --
- - - - --
- - - - --
Pre 5
36
SCS Runoff
19.75
2
716
40,056
- - - - --
- - - - --
- - - - --
Post 5
37
Combine
78.90
2
716
159,997
7,36
- - - - --
- - - - --
add area 5 and 7
38
Reservoir
43.75
2
722
157,731
37
269.16
135,527
combine 5 and 7
39
Combine
108.78
2
718
218,013
11, 16, 20,
- - - - --
- - - - --
Pre developement
25, 30, 35,
40
Combine
95.69
2
722
403,291
14, 18, 23,
- - - - --
- - - - --
Post Development
28, 33, 38,
C: \Civil 3D Projects \Stillwater \Stillwater larg
rhgq�wiod: 1 Year
Thursday, 00 8, 2015
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Hydrograph Summary Report
61
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
(cult)
Hydrograph
Description
42
Combine
92.84
2
718
200,472
1, 6,
- - - - --
- - - - --
Pre 8 and 5
44
Combine
201.62
2
718
418,485
39, 42,
- - - - --
- - - - --
Pre Total
45
Combine
108.75
2
724
548,069
40,
- - - - --
- - - - --
Post Total
CACivil 3D Projects \Stillwater \Stillwater larg
rhgq�sviod: 1 Year
Thursday, 00 8, 2015
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6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 1
Pre Basin 8
Hydrograph type
= SCS Runoff
Peak discharge
= 48.37 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 110,715 cuft
Drainage area
= 24.400 ac
Curve number
= 80
Basin Slope
= 3.5%
Hydraulic length
= 1220 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 6.75 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 1
6 8
Pre Basin 8
Hyd. No. 1 -- 1 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
_01- 1 1 1 1 1 1 i 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
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7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 2
Post Basin 8
Hydrograph type
= SCS Runoff
Peak discharge
= 64.26 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 147,249 cuft
Drainage area
= 24.400 ac
Curve number
= 86
Basin Slope
= 3.4%
Hydraulic length
= 1220 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 6.82 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Basin 8
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
70.00 7 0 00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)
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8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 4
Post- BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 31.35 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 144,675 cuft
Inflow hyd. No.
= 2 - Post Basin 8
Max. Elevation
= 278.70 ft
Reservoir name
= WP #8
Max. Storage
= 112,319 cuft
Storage Indication method used. Wet pond routing start elevation = 276.50 ft.
Post- BMP 8
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
70.00 7 0 00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Hyd No. 2 Total storage used = 112,319 cuft Time (hrs)
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Pond Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
Pond No. 1 - WP #8
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 271.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 271.00
1.00 272.00
2.00 273.00
3.00 274.00
4.00 275.00
5.00 276.00
5.50 276.50
6.00 277.00
7.00 278.00
8.00 279.00
9.00 280.00
Contour area (sqft)
4,000
5,600
7,200
9,000
10,900
16,000
21,000
25,300
29,400
32,500
35,500
Incr. Storage (cuft)
0
4,777
6,383
8,082
9,934
13,367
9,221
11,557
27,322
30,934
33,986
Total storage (cuft)
0
4,777
11,160
19,242
29,176
42,543
51,764
63,321
90,643
121,577
155,563
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrFRsr]
[A] [B]
[C]
[D]
Rise (in)
= 48.00
3.00 0.00 0.00
Crest Len (ft)
= 20.00 40.00
0.00
0.00
Span (in)
= 48.00
3.00 0.00 0.00
Crest El. (ft)
= 278.10 279.30
0.00
0.00
No. Barrels
= 1
1 0 0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 270.25
276.50 0.00 0.00
Weir Type
= 1 Broad
- --
- --
Length (ft)
= 50.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.00
0.00 0.00 n/a
N -Value
= .013
.013 .013 n/a
Orifice Coeff . = 0.60
0.60 0.60 0.60
Exfil.(in /hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and
outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage
Storage Elevation
Civ 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
0 271.00
0.00 0.00 - --
- --
0.00
0.00 - --
- --
- -- - -- 0.000
1.00
4,777 272.00
5.03 is 0.00 - --
- --
0.00
0.00 - --
- --
- -- - -- 0.000
2.00
11,160 273.00
5.03 is 0.00 - --
- --
0.00
0.00 - --
- --
- -- - -- 0.000
3.00
19,242 274.00
5.03 is 0.00 - --
- --
0.00
0.00 - --
- --
- -- - -- 0.000
4.00
29,176 275.00
5.03 is 0.00 - --
- --
0.00
0.00 - --
- --
- -- - -- 0.000
5.00
42,543 276.00
5.03 is 0.00 - --
- --
0.00
0.00 - --
- --
- -- - -- 0.000
5.50
51,764 276.50
5.03 is 0.00 - --
- --
0.00
0.00 - --
- --
- -- - -- 0.000
6.00
63,321 277.00
5.03 is 0.14 is - --
- --
0.00
0.00 - --
- --
- -- - -- 0.145
7.00
90,643 278.00
5.03 is 0.28 is - --
- --
0.00
0.00 - --
- --
- -- - -- 0.277
8.00
121,577 279.00
56.86 oc 0.36 is - --
- --
56.86
0.00 - --
- --
- -- - -- 57.23
9.00
155,563 280.00
155.62 is 0.43 is - --
- --
155.62s 60.91 - --
- --
- -- - -- 216.97
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10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 6
Pre basin 5
Hydrograph type
= SCS Runoff
Peak discharge
= 44.78 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 89,757 cuft
Drainage area
= 21.100 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 6
6 8
Pre basin 5
Hyd. No. 6 -- 1 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1� ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
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11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 7
Post basin 5
Hydrograph type
= SCS Runoff
Peak discharge
= 59.15 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 119,942 cuft
Drainage area
= 21.200 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 7
Post basin 5
Hyd. No. 7 -- 1 Year
Lq
1
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24
Time (hrs)
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12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 9
Post W P7
Hydrograph type
= Reservoir
Peak discharge
= 26.92 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 118,273 cuft
Inflow hyd. No.
= 7 - Post basin 5
Max. Elevation
= 268.63 ft
Reservoir name
= WP #7
Max. Storage
= 121,915 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Hyd No. 9 Hyd No. 7 Total storage used = 121,915 cuft Time (hrs)
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Pond Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
Pond No. 2 - WP #7
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 262.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 262.00
1.00 263.00
2.00 264.00
3.00 265.00
4.00 266.00
4.50 266.50
5.00 267.00
6.00 268.00
7.00 269.00
8.00 270.00
9.00 271.00
Contour area (sqft)
12,500
14,000
15,500
17,000
18,700
19,800
22,700
24,500
26,500
28,500
28,500
Incr. Storage (cuft)
0
13,242
14,742
16,243
17,841
9,623
10,616
23,592
25,491
27,491
28,497
Total storage (cuft)
0
13,242
27,984
44,226
62,068
71,691
82,306
105,898
131,389
158,880
187,377
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRsr]
[A] [B]
[C]
[D]
Rise (in)
= 48.00
3.00
0.00
0.00
Crest Len (ft)
= 20.00 25.00
0.00
0.00
Span (in)
= 48.00
3.00
0.00
0.00
Crest El. (ft)
= 268.40 269.20
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 262.00
266.50
0.00
0.00
Weir Type
= 1 Rect
- --
- --
Length (ft)
= 65.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff . = 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage
Storage Elevation
Civ 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
0 262.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
1.00
13,242 263.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
2.00
27,984 264.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
3.00
44,226 265.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
4.00
62,068 266.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
4.50
71,691 266.50
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
5.00
82,306 267.00
0.00
0.14 is - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.145
6.00
105,898 268.00
0.00
0.28 is - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.277
7.00
131,389 269.00
31.42
oc
0.36 is - --
- -- 30.95
0.00 - --
- --
- -- - -- 31.32
8.00
158,880 270.00
130.89 is
0.43 is - --
- -- 130.89s 59.57 - --
- --
- -- - -- 190.89
9.00
187,377 271.00
155.49 is
0.49 is - --
- -- 155.48s 201.04 - --
- --
- -- - -- 357.02
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14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 11
Pre Area 6
Hydrograph type
= SCS Runoff
Peak discharge
= 10.80 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 21,652 cuft
Drainage area
= 5.090 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
FA-
2.00
2.00
0.00
0 2 4
Hyd No. 11
6 8
Pre Area 6
Hyd. No. 11 -- 1 Year
Q (cfs)
12.00
10.00
4.00
2.00
1- ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
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15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 12
Post Area 6
Hydrograph type
= SCS Runoff
Peak discharge
= 14.20 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 28,797 cuft
Drainage area
= 5.090 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
15.00
12.00
• el
Am
3.00
0.00
0 2 4
Hyd No. 12
Post Area 6
Hyd. No. 12 -- 1 Year
6 8 10 12 14 16
Q (cfs)
15.00
12.00
1111101EI
1111M
3.00
0.00
18 20 22 24
Time (hrs)
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16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 14
Post W P #6
Hydrograph type
= Reservoir
Peak discharge
= 1.265 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.43 hrs
Time interval
= 2 min
Hyd. volume
= 27,525 cuft
Inflow hyd. No.
= 12 - Post Area 6
Max. Elevation
= 268.49 ft
Reservoir name
= WP #6
Max. Storage
= 28,290 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
Q (cfs)
15.00
12.00
• el
Am
3.00
0.00 T
0 10 20
Hyd No. 14
Post WP #6
Hyd. No. 14 -- 1 Year
30 40
Hyd No. 12
50 60 70 80 90
Total storage used = 28,290 cuft
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Q (cfs)
15.00
12.00
• ll
3.00
1 0.00
100
Time (hrs)

Pond Report 17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
Pond No. 3 - WP #6
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 262.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
262.00
1,200
0
0
2.00
264.00
2,500
3,621
3,621
4.00
266.00
4,100
6,534
10,155
4.50
266.50
5,700
2,439
12,594
5.00
267.00
7,400
3,265
15,859
6.00
268.00
8,500
7,943
23,802
7.00
269.00
9,700
9,092
32,894
8.00
270.00
11,000
10,342
43,236
Culvert / Orifice Structures Weir Structures
You created this PDF from an application that is not licensed to print to novaPDF printer (http: / /www.novapdf.com)
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
1.50
0.00
0.00
Crest Len (ft)
= 12.00
6.00
0.00
0.00
Span (in)
= 24.00
1.50
0.00
0.00
Crest El. (ft)
= 268.40
268.70
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft) = 262.00
266.50
0.00
0.00
Weir Type
= 1
Rect
- --
- --
Length (ft)
= 80.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 0.70
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
0 262.00
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
2.00
3,621 264.00
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
4.00
10,155 266.00
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
4.50
12,594 266.50
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
5.00
15,859 267.00
0.00
0.04 is - --
- --
0.00
0.00
- --
- --
- --
- --
0.039
6.00
23,802 268.00
0.00
0.07 is - --
- --
0.00
0.00
- --
- --
- --
- --
0.071
7.00
32,894 269.00
18.57 oc
0.09 is - --
- --
18.57
3.28
- --
- --
- --
- --
21.95
8.00
43,236 270.00
39.53
is
0.11 is - --
- --
39.52s
29.61
- --
- --
- --
- --
69.24
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18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 16
Pre Aree 4
Hydrograph type
= SCS Runoff
Peak discharge
= 21.22 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 42,539 cuft
Drainage area
= 10.000 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
FA-
0.00
0.00
0 2 4
Hyd No. 16
Pre Aree 4
Hyd. No. 16 -- 1 Year
Q (cfs)
24.00
20.00
5I•
12.00
4.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
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Hydrograph Report
19
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 17
Post area 4
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.000 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.00 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 00 8, 2015
= 27.90 cfs
= 11.93 hrs
= 56,576 cuft
= 86
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
28.00
Post area 4
Hyd. No. 17 -- 1 Year
Q (cfs)
28.00
24.00
24.00
20.00
16.00
20.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00
0 2 4 6 8 10
Hyd No. 17
12 14 16 18 20
0.00
22 24
Time (hrs)
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20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 18
Post WP 4
Hydrograph type
= Reservoir
Peak discharge
= 17.68 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 56,194 cuft
Inflow hyd. No.
= 17 - Post area 4
Max. Elevation
= 276.60 ft
Reservoir name
= WP #4
Max. Storage
= 45,388 cuft
Storage Indication method used. Wet pond routing start elevation = 274.50 ft.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
Post WP 4
Hyd. No. 18 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
lll�
4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 18 Hyd No. 17 Total storage used = 45,388 cuft Time (hrs)
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Pond Report 21
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
Pond No. 4 - WP#4
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 269.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
269.00
1,500
0
0
1.00
270.00
3,000
2,207
2,207
2.00
271.00
4,000
3,488
5,695
3.00
272.00
4,500
4,247
9,942
5.00
274.00
6,300
10,749
20,690
5.50
274.50
7,800
3,518
24,208
6.00
275.00
9,700
4,366
28,574
7.00
276.00
10,800
10,244
38,818
8.00
277.00
12,000
11,394
50,212
9.00
278.00
13,500
12,741
62,953
10.00
279.00
14,800
14,144
77,097
Culvert / Orifice Structures
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir
Weir Structures
Stage /
Storage / Discharge Table
[A]
[B]
[C]
[PrFRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.00
0.00
0.00
Crest Len (ft)
= 12.00
8.00
0.00
0.00
Span (in)
= 24.00
2.00
0.00
0.00
Crest El. (ft)
= 276.00
277.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 269.00
274.50
0.00
0.00
Weir Type
= 1
Rect
- --
- --
Length (ft)
= 100.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
2.00
5,695
271.00
0.00
0.00
N -Value
= .013
.013
.013
n/a
- --
- --
- --
0.000
3.00
Orifice Coeff .
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by
Wet area)
- --
- --
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
0.00
- --
- --
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Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir
risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
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
269.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
1.00
2,207
270.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
2.00
5,695
271.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
3.00
9,942
272.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
5.00
20,690
274.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
5.50
24,208
274.50
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
6.00
28,574
275.00
0.00
0.07 is
- --
- --
0.00
0.00
- --
- --
- --
- --
0.068
7.00
38,818
276.00
0.00
0.13 is
- --
- --
0.00
0.00
- --
- --
- --
- --
0.125
8.00
50,212
277.00
37.84 is
0.16 is
- --
- --
37.84s
0.00
- --
- --
- --
- --
38.00
9.00
62,953
278.00
42.49 is
0.19 is
- --
- --
42.49s
9.42
- --
- --
- --
- --
52.10
10.00
77,097
279.00
45.28 is
0.22 is
- --
- --
45.25s
48.94
- --
- --
- --
- --
94.41
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22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 20
Pre 2
Hydrograph type
= SCS Runoff
Peak discharge
= 20.38 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 40,838 cuft
Drainage area
= 9.600 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• m
. M
3.00
Pre 2
Hyd. No. 20 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 1 1 1 1 ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 20 Time (hrs)
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23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 21
Post Area 2
Hydrograph type
= SCS Runoff
Peak discharge
= 26.78 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 54,313 cuft
Drainage area
= 9.600 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Post Area 2
Hyd. No. 21 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1111M
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 21 Time (hrs)
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24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 23
Post W P2
Hydrograph type
= Reservoir
Peak discharge
= 8.625 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 53,183 cuft
Inflow hyd. No.
= 21 - Post Area 2
Max. Elevation
= 282.36 ft
Reservoir name
= WP #2
Max. Storage
= 54,842 cuft
Storage Indication method used. Wet pond routing start elevation = 280.50 ft.
Post WP2
Q (cfs) Hyd. No. 23 -- 1 Year Q (cfs)
28.00 28 00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 4 8 12 16 20 24 28 32 36 40 44 48 52
Hyd No. 23 Hyd No. 21 Total storage used = 54,842 cuft Time (hrs)
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Pond Report 25
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
Pond No. 5 - WP #2
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 276.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
276.00
4,300
Stage /
0
0
1.00
277.00
5,300
4,791
4,791
Stage
Storage
2.00
278.00
Clv B
6,300
PrfRsr
5,792
10,583
Wr C
Wr D
3.00
279.00
Total
7,400
cuft
6,842
17,425
cfs
cfs
4.00
280.00
cfs
8,500
cfs
7,943
25,368
cfs
0.00
4.50
280.50
0.00
10,600
- --
4,765
30,133
0.00
- --
5.00
281.00
- --
12,800
1.00
5,841
35,973
0.00
0.00
6.00
282.00
0.00
14,300
- --
13,542
49,515
- --
0.000
7.00
283.00
278.00
15,800
0.00
15,042
64,557
0.00
0.00
8.00
284.00
- --
17,400
0.000
16,592
81,149
279.00
0.00
Culvert / Orifice Structures
- --
- --
0.00
Weir Structures
- --
- --
- --
- --
[A]
[B]
[C]
[PrfRsr]
0.00
[A] [B]
[C]
[D]
Rise (in)
= 30.00
2.00
0.00
0.00
Crest Len (ft)
= 12.00 8.00
0.00
0.00
Span (in)
= 30.00
2.00
0.00
0.00
Crest El. (ft)
= 282.00 282.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 276.00
280.50
0.00
0.00
Weir Type
= 1 Rect
- --
- --
Length (ft)
= 100.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
64,557
283.00
39.96 is
0.16 is
N -Value
= .013
.013
.013
n/a
- --
- --
- --
49.54
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
60.16s
48.94
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
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Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
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
276.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
1.00
4,791
277.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
2.00
10,583
278.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
3.00
17,425
279.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
4.00
25,368
280.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
4.50
30,133
280.50
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
5.00
35,973
281.00
0.00
0.07 is
- --
- --
0.00
0.00
- --
- --
- --
- --
0.068
6.00
49,515
282.00
0.00
0.13 is
- --
- --
0.00
0.00
- --
- --
- --
- --
0.125
7.00
64,557
283.00
39.96 is
0.16 is
- --
- --
39.96
9.42
- --
- --
- --
- --
49.54
8.00
81,149
284.00
60.17 is
0.19 is
- --
- --
60.16s
48.94
- --
- --
- --
- --
109.30
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26
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 25
Pre area 1
Hydrograph type
= SCS Runoff
Peak discharge
= 20.38 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 40,838 cuft
Drainage area
= 9.600 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• m
. M
3.00
Pre area 1
Hyd. No. 25 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 1 1 1 1 ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 25 Time (hrs)
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27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 26
Post Area 1
Hydrograph type
= SCS Runoff
Peak discharge
= 26.78 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 54,313 cuft
Drainage area
= 9.600 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Post Area 1
Hyd. No. 26 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1111M
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 26 Time (hrs)
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28
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 28
Post -WP #1
Hydrograph type
= Reservoir
Peak discharge
= 9.841 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 53,070 cuft
Inflow hyd. No.
= 26 - Post Area 1
Max. Elevation
= 286.20 ft
Reservoir name
= WP #1
Max. Storage
= 51,825 cuft
Storage Indication method used. Wet pond routing start elevation = 284.50 ft.
Post -WP #1
Q (cfs) Hyd. No. 28 -- 1 Year Q (cfs)
28.00 28 00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 4 8 12 16 20 24 28 32 36 40
Hyd No. 28 Hyd No. 26 Total storage used = 51,825 cuft Time (hrs)
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Pond Report 29
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
Pond No. 6 - WP #1
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 279.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
279.00
1,000
0
0
1.00
280.00
2,000
1,471
1,471
2.00
281.00
3,000
2,483
3,954
3.00
282.00
5,000
3,957
7,911
4.00
283.00
7,000
5,971
13,883
5.00
284.00
10,000
8,455
22,338
5.50
284.50
12,000
5,492
27,829
6.00
285.00
14,000
6,493
34,322
7.00
286.00
15,000
14,496
48,818
8.00
287.00
16,900
15,939
64,757
9.00
288.00
18,000
17,445
82,202
Culvert / Orifice Structures
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir
Weir Structures
Stage /
Storage / Discharge Table
[A]
[B]
[C]
[PrFRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 30.00
2.00
0.00
0.00
Crest Len (ft)
= 12.00
8.00
0.00
0.00
Span (in)
= 30.00
2.00
0.00
0.00
Crest El. (ft)
= 285.80
286.20
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 279.00
284.50
0.00
0.00
Weir Type
= 1
Rect
- --
- --
Length (ft)
= 60.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
2.00
3,954
281.00
0.00
0.00
N -Value
= .013
.013
.013
n/a
- --
- --
- --
0.000
3.00
Orifice Coeff .
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by
Wet area)
- --
- --
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
0.00
- --
- --
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Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir
risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
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
279.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
1.00
1,471
280.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
2.00
3,954
281.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
3.00
7,911
282.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
4.00
13,883
283.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
5.00
22,338
284.00
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
5.50
27,829
284.50
0.00
0.00
- --
- --
0.00
0.00
- --
- --
- --
- --
0.000
6.00
34,322
285.00
0.00
0.07 is
- --
- --
0.00
0.00
- --
- --
- --
- --
0.068
7.00
48,818
286.00
3.64 is
0.13 is
- --
- --
3.57
0.00
- --
- --
- --
- --
3.699
8.00
64,757
287.00
52.53 is
0.16 is
- --
- --
52.53
19.06
- --
- --
- --
- --
71.75
9.00
82,202
288.00
64.74 is
0.19 is
- --
- --
64.73s
64.33
- --
- --
- --
- --
129.26
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30
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 30
Pre area 3
Hydrograph type
= SCS Runoff
Peak discharge
= 20.97 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 42,029 cuft
Drainage area
= 9.880 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• m
. M
3.00
Pre area 3
Hyd. No. 30 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 30 Time (hrs)
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31
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 31
Post Area 3
Hydrograph type
= SCS Runoff
Peak discharge
= 27.56 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 55,897 cuft
Drainage area
= 9.880 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Area 3
Q (cfs) Hyd. No. 31 -- 1 Year Q (cfs)
28.00 28 00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 31 Time (hrs)
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32
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 33
Post W P3
Hydrograph type
= Reservoir
Peak discharge
= 16.49 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 55,589 cuft
Inflow hyd. No.
= 31 - Post Area 3
Max. Elevation
= 276.26 ft
Reservoir name
= WP #3
Max. Storage
= 34,699 cuft
Storage Indication method used. Wet pond routing start elevation = 274.00 ft.
Post WP3
Q (cfs) Hyd. No. 33 -- 1 Year Q (cfs)
28.00 28 00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 33 Hyd No. 31 Total storage used = 34,699 cuft Time (hrs)
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Pond Report 33
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
Pond No. 7 - WP #3
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 270.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
270.00
1,000
0
0
1.00
271.00
2,000
1,471
1,471
2.00
272.00
3,000
2,483
3,954
3.00
273.00
4,000
3,488
7,442
4.00
274.00
7,000
5,430
12,872
4.50
274.50
8,900
3,965
16,837
5.00
275.00
8,900
4,450
21,286
8.00
278.00
12,750
32,299
53,586
Culvert / Orifice Structures Weir Structures
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[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 30.00
2.00
0.00
0.00
Crest Len (ft)
= 12.00
8.00
0.00
0.00
Span (in)
= 30.00
2.00
0.00
0.00
Crest El. (ft)
= 275.70
276.80
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft) = 270.00
274.00
0.00
0.00
Weir Type
= 1
Rect
- --
- --
Length (ft)
= 85.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/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
0 270.00
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
1.00
1,471 271.00
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
2.00
3,954 272.00
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
3.00
7,442 273.00
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
4.00
12,872 274.00
0.00
0.00 - --
- --
0.00
0.00
- --
- --
- --
- --
0.000
4.50
16,837 274.50
0.00
0.07 is - --
- --
0.00
0.00
- --
- --
- --
- --
0.068
5.00
21,286 275.00
0.00
0.10 is - --
- --
0.00
0.00
- --
- --
- --
- --
0.101
8.00
53,586 278.00
60.58
is
0.21 is - --
- --
60.58s
35.02
- --
- --
- --
- --
95.80
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34
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 35
Pre 5
Hydrograph type
= SCS Runoff
Peak discharge
= 15.03 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 30,118 cuft
Drainage area
= 7.080 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
3.00
0.00
0 2 4
Hyd No. 35
6 8
Pre 5
Hyd. No. 35 -- 1 Year
Q (cfs)
18.00
15.00
12.00
3.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
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35
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 36
Post 5
Hydrograph type
= SCS Runoff
Peak discharge
= 19.75 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 40,056 cuft
Drainage area
= 7.080 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• m
. M
3.00
0.00
0 2 4
Hyd No. 36
6
Post 5
Hyd. No. 36 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
1111M
3.00
1 0.00
8 10 12 14 16 18 20 22 24
Time (hrs)
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36
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 37
add area 5 and 7
Hydrograph type
= Combine
Peak discharge
= 78.90 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 159,997 cuft
Inflow hyds.
= 7, 36
Contrib. drain. area
= 28.280 ac
add area 5 and 7
Q (cfs) Hyd. No. 37 -- 1 Year Q (cfs)
80.00 80 00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 37 Hyd No. 7 Hyd No. 36 Time (hrs)
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37
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 38
combine 5 and 7
Hydrograph type
= Reservoir
Peak discharge
= 43.75 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 157,731 cuft
Inflow hyd. No.
= 37 - add area 5 and 7
Max. Elevation
= 269.16 ft
Reservoir name
= WP #7
Max. Storage
= 135,527 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
combine 5 and 7
Q (cfs) Hyd. No. 38 -- 1 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 38 Hyd No. 37 Total storage used = 135,527 cuft Time (hrs)
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Pond Report 38
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 8, 2015
Pond No. 2 - WP #7
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 262.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 262.00
1.00 263.00
2.00 264.00
3.00 265.00
4.00 266.00
4.50 266.50
5.00 267.00
6.00 268.00
7.00 269.00
8.00 270.00
9.00 271.00
Contour area (sqft)
12,500
14,000
15,500
17,000
18,700
19,800
22,700
24,500
26,500
28,500
28,500
Incr. Storage (cuft)
0
13,242
14,742
16,243
17,841
9,623
10,616
23,592
25,491
27,491
28,497
Total storage (cuft)
0
13,242
27,984
44,226
62,068
71,691
82,306
105,898
131,389
158,880
187,377
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRsr]
[A] [B]
[C]
[D]
Rise (in)
= 48.00
3.00
0.00
0.00
Crest Len (ft)
= 20.00 25.00
0.00
0.00
Span (in)
= 48.00
3.00
0.00
0.00
Crest El. (ft)
= 268.40 269.20
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 262.00
266.50
0.00
0.00
Weir Type
= 1 Rect
- --
- --
Length (ft)
= 65.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff . = 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage
Storage Elevation
Civ 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
0 262.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
1.00
13,242 263.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
2.00
27,984 264.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
3.00
44,226 265.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
4.00
62,068 266.00
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
4.50
71,691 266.50
0.00
0.00 - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
5.00
82,306 267.00
0.00
0.14 is - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.145
6.00
105,898 268.00
0.00
0.28 is - --
- -- 0.00
0.00 - --
- --
- -- - -- 0.277
7.00
131,389 269.00
31.42
oc
0.36 is - --
- -- 30.95
0.00 - --
- --
- -- - -- 31.32
8.00
158,880 270.00
130.89 is
0.43 is - --
- -- 130.89s 59.57 - --
- --
- -- - -- 190.89
9.00
187,377 271.00
155.49 is
0.49 is - --
- -- 155.48s 201.04 - --
- --
- -- - -- 357.02
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39
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 39
Pre developement
Hydrograph type
= Combine
Peak discharge
= 108.78 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 218,013 cuft
Inflow hyds.
= 11, 16, 20, 25, 30, 35
Contrib. drain. area
= 51.250 ac
Pre developement
Q (cfs) Hyd. No. 39 -- 1 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 J-- L 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 39 Hyd No. 11 Hyd No. 16 Hyd No. 20 Time (hrs)
Hyd No. 25 Hyd No. 30 Hyd No. 35
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40
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 40
Post Development
Hydrograph type
= Combine
Peak discharge
= 95.69 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 403,291 cuft
Inflow hyds.
= 14, 18, 23, 28, 33, 38
Contrib. drain. area
= 0.000 ac
Post Development
Q (cfs) Hyd. No. 40 -- 1 Year Q (cfs)
100.00 100 00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 40 Hyd No. 14 Hyd No. 18 Hyd No. 23 Time (hrs)
Hyd No. 28 Hyd No. 33 Hyd No. 38
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41
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 42
Pre 8 and 5
Hydrograph type
= Combine
Peak discharge
= 92.84 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 200,472 cuft
Inflow hyds.
= 1, 6
Contrib. drain. area
= 45.500 ac
Pre 8 and 5
Q (cfs) Hyd. No. 42 -- 1 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 42 Hyd No. 1 Hyd No. 6 Time (hrs)
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42
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 44
Pre Total
Hydrograph type
= Combine
Peak discharge
= 201.62 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 418,485 cuft
Inflow hyds.
= 39, 42
Contrib. drain. area
= 0.000 ac
Pre Total
Q (cfs) Hyd. No. 44 -- 1 Year Q (cfs)
210.00 210 00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 2 4 6 8, 10 12 14 16 18 20 22 24 26
Hyd No. 44 Hyd No. 39 Hyd No. 42 Time (hrs)
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43
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 45
Post Total
Hydrograph type
= Combine
Peak discharge
= 108.75 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 548,069 cuft
Inflow hyds.
= 40
Contrib. drain. area
= 0.000 ac
Q (cfs)
120.00
100.00
FA�
20.00
Post Total
Hyd. No. 45 -- 1 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 4 8 12 16 20 24 28 32 36
Hyd No. 45 Hyd No. 40 Time (hrs)
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Hydrograph Summary Report
44
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
(cult)
Hydrograph
Description
1
SCS Runoff
100.09
2
718
229,388
- - - - --
- - - - --
- - - - --
Pre Basin 8
2
SCS Runoff
119.26
2
718
278,269
- - - - --
- - - - --
- - - - --
Post Basin 8
4
Reservoir
97.54
2
722
275,677
2
279.37
134,030
Post- BMP 8
6
SCS Runoff
91.68
2
716
185,967
- - - - --
- - - - --
- - - - --
Pre basin 5
7
SCS Runoff
109.25
2
716
226,664
- - - - --
- - - - --
- - - - --
Post basin 5
9
Reservoir
93.53
2
720
224,985
7
269.26
137,988
Post W P7
11
SCS Runoff
22.12
2
716
44,861
- - - - --
- - - - --
- - - - --
Pre Area 6
12
SCS Runoff
26.23
2
716
54,421
- - - - --
- - - - --
- - - - --
Post Area 6
14
Reservoir
21.69
2
720
53,140
12
269.01
32,855
Post WP #6
16
SCS Runoff
43.45
2
716
88,136
- - - - --
- - - - --
- - - - --
Pre Aree 4
17
SCS Runoff
51.54
2
716
106,917
- - - - --
- - - - --
- - - - --
Post area 4
18
Reservoir
39.31
2
720
106,534
17
277.16
52,278
Post WP 4
20
SCS Runoff
41.71
2
716
84,610
- - - - --
- - - - --
- - - - --
Pre 2
21
SCS Runoff
49.47
2
716
102,640
- - - - --
- - - - --
- - - - --
Post Area 2
23
Reservoir
41.68
2
720
101,501
21
282.92
63,170
Post WP2
25
SCS Runoff
41.71
2
716
84,610
- - - - --
- - - - --
- - - - --
Pre area 1
26
SCS Runoff
49.47
2
716
102,640
- - - - --
- - - - --
- - - - --
Post Area 1
28
Reservoir
41.86
2
720
101,389
26
286.69
59,619
Post -W P #1
30
SCS Runoff
42.93
2
716
87,078
- - - - --
- - - - --
- - - - --
Pre area 3
31
SCS Runoff
50.92
2
716
105,634
- - - - --
- - - - --
- - - - --
Post Area 3
33
Reservoir
44.48
2
718
105,324
31
276.80
40,337
Post W P3
35
SCS Runoff
30.76
2
716
62,400
- - - - --
- - - - --
- - - - --
Pre 5
36
SCS Runoff
36.49
2
716
75,697
- - - - --
- - - - --
- - - - --
Post 5
37
Combine
145.74
2
716
302,361
7,36
- - - - --
- - - - --
add area 5 and 7
38
Reservoir
132.80
2
718
300,081
37
269.74
151,190
combine 5 and 7
39
Combine
222.67
2
716
451,696
11, 16, 20,
- - - - --
- - - - --
Pre developement
25, 30, 35,
40
Combine
318.06
2
720
767,969
14, 18, 23,
- - - - --
- - - - --
Post Development
28, 33, 38,
C: \Civil 3D Projects \Stillwater \Stillwater larg
rhgq�wiod: 5 Year
Thursday, 00 8, 2015
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Hydrograph Summary Report
El M
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
(cult)
Hydrograph
Description
42
Combine
190.64
2
718
415,355
1, 6,
- - - - --
- - - - --
Pre 8 and 5
44
Combine
410.57
2
718
867,051
39, 42,
- - - - --
- - - - --
Pre Total
45
Combine
403.06
2
720
1,043,750
40,
- - - - --
- - - - --
Post Total
CACivil 3D Projects \Stillwater \Stillwater larg
rhgq�sviod: 5 Year
Thursday, 00 8, 2015
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46
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 1
Pre Basin 8
Hydrograph type
= SCS Runoff
Peak discharge
= 100.09 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 229,388 cuft
Drainage area
= 24.400 ac
Curve number
= 80
Basin Slope
= 3.5%
Hydraulic length
= 1220 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 6.75 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
FA�
20.00
0.00
0 2 4
Hyd No. 1
6 8
Pre Basin 8
Hyd. No. 1 -- 5 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
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47
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 2
Post Basin 8
Hydrograph type
= SCS Runoff
Peak discharge
= 119.26 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 278,269 cuft
Drainage area
= 24.400 ac
Curve number
= 86
Basin Slope
= 3.4%
Hydraulic length
= 1220 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 6.82 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
FA�
20.00
0.00
0 2 4
Hyd No. 2
6 8
Post Basin 8
Hyd. No. 2 -- 5 Year
Q (cfs)
120.00
100.00
40.00
20.00
-' 0.00
10 12 14 16 18 20 22 24
Time (hrs)
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48
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 4
Post- BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 97.54 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 275,677 cuft
Inflow hyd. No.
= 2 - Post Basin 8
Max. Elevation
= 279.37 ft
Reservoir name
= WP #8
Max. Storage
= 134,030 cuft
Storage Indication method used. Wet pond routing start elevation = 276.50 ft.
Q (cfs)
120.00
100.00
FA�
20.00
0.00
0 2 4
Hyd No. 4
Post- BMP 8
Hyd. No. 4 -- 5 Year
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Total storage used = 134,030 cuft Time (hrs)
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49
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 6
Pre basin 5
Hydrograph type
= SCS Runoff
Peak discharge
= 91.68 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 185,967 cuft
Drainage area
= 21.100 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4
Hyd No. 6
Pre basin 5
Hyd. No. 6 -- 5 Year
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
6 8 10 12 14 16 18 20 22 24
Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 7
Post basin 5
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 21.200 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.65 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
FA�
20.00
0.00
0.0 2.0 4.0
Hyd No. 7
6.0 8.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post basin 5
Hyd. No. 7 -- 5 Year
50
Thursday, 00 8, 2015
= 109.25 cfs
= 11.93 hrs
= 226,664 cuft
= 86
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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51
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 9
Post W P7
Hydrograph type
= Reservoir
Peak discharge
= 93.53 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 224,985 cuft
Inflow hyd. No.
= 7 - Post basin 5
Max. Elevation
= 269.26 ft
Reservoir name
= WP #7
Max. Storage
= 137,988 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
Q (cfs)
120.00
100.00
FA�
20.00
rNMETER
Post WP7
Hyd. No. 9 -- 5 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 9 Hyd No. 7 Total storage used = 137,988 cuft Time (hrs)
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52
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 11
Pre Area 6
Hydrograph type
= SCS Runoff
Peak discharge
= 22.12 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 44,861 cuft
Drainage area
= 5.090 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
FA-
0.00
0.00
0 2 4
Hyd No. 11
6 8
Pre Area 6
Hyd. No. 11 -- 5 Year
Q (cfs)
24.00
20.00
5I•
12.00
4.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)
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53
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 12
Post Area 6
Hydrograph type
= SCS Runoff
Peak discharge
= 26.23 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 54,421 cuft
Drainage area
= 5.090 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00
0.0 2.0 4.0
Hyd No. 12
6.0
Post Area 6
Hyd. No. 12 -- 5 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1111M
4.00
1 1 1 1 1 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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54
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 14
Post W P #6
Hydrograph type
= Reservoir
Peak discharge
= 21.69 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 53,140 cuft
Inflow hyd. No.
= 12 - Post Area 6
Max. Elevation
= 269.01 ft
Reservoir name
= WP #6
Max. Storage
= 32,855 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
Post WP #6
Hyd. No. 14 -- 5 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
lll�
4.00
0.00 M1111111112 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 14 Hyd No. 12 Total storage used = 32,855 cuft Time (hrs)
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55
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 16
Pre Aree 4
Hydrograph type
= SCS Runoff
Peak discharge
= 43.45 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 88,136 cuft
Drainage area
= 10.000 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 16
Pre Aree 4
Hyd. No. 16 -- 5 Year
6 8 10 12 14 16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
18 20 22 24
Time (hrs)
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56
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 17
Post area 4
Hydrograph type
= SCS Runoff
Peak discharge
= 51.54 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 106,917 cuft
Drainage area
= 10.000 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
rNMETSM
0.0 2.0 4.0 6.0
Hyd No. 17
Post area 4
Hyd. No. 17 -- 5 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
y ........... r- I I I I 1 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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57
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 18
Post WP 4
Hydrograph type
= Reservoir
Peak discharge
= 39.31 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 106,534 cuft
Inflow hyd. No.
= 17 - Post area 4
Max. Elevation
= 277.16 ft
Reservoir name
= WP #4
Max. Storage
= 52,278 cuft
Storage Indication method used. Wet pond routing start elevation = 274.50 ft.
0MVI Z
Q (cfs) Hyd. No. 18 -- 5 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 18 Hyd No. 17 Total storage used = 52,278 cuft Time (hrs)
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58
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 20
Pre 2
Hydrograph type
= SCS Runoff
Peak discharge
= 41.71 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 84,610 cuft
Drainage area
= 9.600 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 20
Pre 2
Hyd. No. 20 -- 5 Year
6 8 10 12 14 16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
18 20 22 24
Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 21
Post Area 2
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 9.600 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.65 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0
Hyd No. 21
6.0 8.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Area 2
Hyd. No. 21 -- 5 Year
59
Thursday, 00 8, 2015
= 49.47 cfs
= 11.93 hrs
= 102,640 cuft
= 86
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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60
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 23
Post W P2
Hydrograph type
= Reservoir
Peak discharge
= 41.68 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 101,501 cuft
Inflow hyd. No.
= 21 - Post Area 2
Max. Elevation
= 282.92 ft
Reservoir name
= WP #2
Max. Storage
= 63,170 cuft
Storage Indication method used. Wet pond routing start elevation = 280.50 ft.
Q (cfs) Hyd. No. 23 -- 5 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 23 Hyd No. 21 Total storage used = 63,170 cuft Time (hrs)
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61
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 25
Pre area 1
Hydrograph type
= SCS Runoff
Peak discharge
= 41.71 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 84,610 cuft
Drainage area
= 9.600 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 25
Pre area 1
Hyd. No. 25 -- 5 Year
6 8 10 12 14 16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
18 20 22 24
Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 26
Post Area 1
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 9.600 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.65 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0
Hyd No. 26
6.0 8.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Area 1
Hyd. No. 26 -- 5 Year
62
Thursday, 00 8, 2015
= 49.47 cfs
= 11.93 hrs
= 102,640 cuft
= 86
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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63
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 28
Post -WP #1
Hydrograph type
= Reservoir
Peak discharge
= 41.86 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 101,389 cuft
Inflow hyd. No.
= 26 - Post Area 1
Max. Elevation
= 286.69 ft
Reservoir name
= WP #1
Max. Storage
= 59,619 cuft
Storage Indication method used. Wet pond routing start elevation = 284.50 ft.
Post -WP #1
Q (cfs) Hyd. No. 28 -- 5 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 28 Hyd No. 26 Total storage used = 59,619 cuft Time (hrs)
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64
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 30
Pre area 3
Hydrograph type
= SCS Runoff
Peak discharge
= 42.93 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 87,078 cuft
Drainage area
= 9.880 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 30
Pre area 3
Hyd. No. 30 -- 5 Year
6 8 10 12 14 16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
18 20 22 24
Time (hrs)
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65
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 31
Post Area 3
Hydrograph type
= SCS Runoff
Peak discharge
= 50.92 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 105,634 cuft
Drainage area
= 9.880 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
rNMETSM
0.0 2.0 4.0 6.0
Hyd No. 31
Post Area 3
Hyd. No. 31 -- 5 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
y�r 1 1 1 1 1 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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66
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 33
Post W P3
Hydrograph type
= Reservoir
Peak discharge
= 44.48 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 105,324 cuft
Inflow hyd. No.
= 31 - Post Area 3
Max. Elevation
= 276.80 ft
Reservoir name
= WP #3
Max. Storage
= 40,337 cuft
Storage Indication method used. Wet pond routing start elevation = 274.00 ft.
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
rNMETER
Post WP3
Hyd. No. 33 -- 5 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 33 Hyd No. 31 Total storage used = 40,337 cuft Time (hrs)
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Hydrograph Report
67
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 35
Pre 5
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 5 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 7.080 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 4.65 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 00 8, 2015
= 30.76 cfs
= 11.93 hrs
= 62,400 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
35.00
Pre 5
Hyd. No. 35 -- 5 Year
Q (cfs)
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.00
0.00
0 2 4 6 8 10
Hyd No. 35
12 14 16 18 20
0.00
22 24
Time (hrs)
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68
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 36
Post 5
Hydrograph type
= SCS Runoff
Peak discharge
= 36.49 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 75,697 cuft
Drainage area
= 7.080 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0
Hyd No. 36
6.0 8.0
Post 5
Hyd. No. 36 -- 5 Year
Q (cfs)
40.00
30.00
20.00
10.00
' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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69
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 37
add area 5 and 7
Hydrograph type
= Combine
Peak discharge
= 145.74 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 302,361 cuft
Inflow hyds.
= 7, 36
Contrib. drain. area
= 28.280 ac
Q (cfs)
160.00
140.00
120.00
100.00
FA�
20.00
add area 5 and 7
Hyd. No. 37 -- 5 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 37 Hyd No. 7 Hyd No. 36 Time (hrs)
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70
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 38
combine 5 and 7
Hydrograph type
= Reservoir
Peak discharge
= 132.80 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 300,081 cuft
Inflow hyd. No.
= 37 - add area 5 and 7
Max. Elevation
= 269.74 ft
Reservoir name
= WP #7
Max. Storage
= 151,190 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
combine 5 and 7
Q (cfs) Hyd. No. 38 -- 5 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 38 Hyd No. 37 Total storage used = 151,190 cuft Time (hrs)
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71
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 39
Pre developement
Hydrograph type
= Combine
Peak discharge
= 222.67 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 451,696 cuft
Inflow hyds.
= 11, 16, 20, 25, 30, 35
Contrib. drain. area
= 51.250 ac
Pre developement
Q (cfs) Hyd. No. 39 -- 5 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 _ -- _ - — — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 39 Hyd No. 11 Hyd No. 16 Hyd No. 20 Time (hrs)
Hyd No. 25 Hyd No. 30 Hyd No. 35
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72
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 40
Post Development
Hydrograph type
= Combine
Peak discharge
= 318.06 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 767,969 cuft
Inflow hyds.
= 14, 18, 23, 28, 33, 38
Contrib. drain. area
= 0.000 ac
Post Development
Q (cfs) Hyd. No. 40 -- 5 Year Q (cfs)
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 - __ _ _ . _ _ - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 40 Hyd No. 14 Hyd No. 18 Hyd No. 23 Time (hrs)
Hyd No. 28 Hyd No. 33 Hyd No. 38
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73
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 42
Pre 8 and 5
Hydrograph type
= Combine
Peak discharge
= 190.64 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 415,355 cuft
Inflow hyds.
= 1, 6
Contrib. drain. area
= 45.500 ac
Pre 8 and 5
Q (cfs) Hyd. No. 42 -- 5 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 42 Hyd No. 1 Hyd No. 6 Time (hrs)
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74
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 44
Pre Total
Hydrograph type
= Combine
Peak discharge
= 410.57 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 867,051 cuft
Inflow hyds.
= 39, 42
Contrib. drain. area
= 0.000 ac
Pre Total
Q (cfs) Hyd. No. 44 -- 5 Year Q (cfs)
420.00 420 00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 44 Hyd No. 39 Hyd No. 42 Time (hrs)
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75
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 45
Post Total
Hydrograph type
= Combine
Peak discharge
= 403.06 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 1,043,750 cuft
Inflow hyds.
= 40
Contrib. drain. area
= 0.000 ac
Post Total
Q (cfs) Hyd. No. 45 -- 5 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 45 Hyd No. 40 Time (hrs)
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Hydrograph Summary Report
W.
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
(cult)
Hydrograph
Description
1
SCS Runoff
124.17
2
718
285,812
- - - - --
- - - - --
- - - - --
Pre Basin 8
2
SCS Runoff
143.83
2
718
338,619
- - - - --
- - - - --
- - - - --
Post Basin 8
4
Reservoir
126.10
2
722
336,021
2
279.54
139,610
Post- BMP 8
6
SCS Runoff
113.54
2
716
231,710
- - - - --
- - - - --
- - - - --
Pre basin 5
7
SCS Runoff
131.61
2
716
275,822
- - - - --
- - - - --
- - - - --
Post basin 5
9
Reservoir
116.69
2
718
274,140
7
269.41
141,906
Post WP7
11
SCS Runoff
27.39
2
716
55,896
- - - - --
- - - - --
- - - - --
Pre Area 6
12
SCS Runoff
31.60
2
716
66,223
- - - - --
- - - - --
- - - - --
Post Area 6
14
Reservoir
28.08
2
718
64,940
12
269.11
33,855
Post W P #6
16
SCS Runoff
53.81
2
716
109,815
- - - - --
- - - - --
- - - - --
Pre Aree 4
17
SCS Runoff
62.08
2
716
130,105
- - - - --
- - - - --
- - - - --
Post area 4
18
Reservoir
41.04
2
720
129,720
17
277.54
56,653
Post WP 4
20
SCS Runoff
51.66
2
716
105,422
- - - - --
- - - - --
- - - - --
Pre 2
21
SCS Runoff
59.60
2
716
124,901
- - - - --
- - - - --
- - - - --
Post Area 2
23
Reservoir
52.15
2
718
123,759
21
283.05
65,033
Post W P2
25
SCS Runoff
51.66
2
716
105,422
- - - - --
- - - - --
- - - - --
Pre area 1
26
SCS Runoff
59.60
2
716
124,901
- - - - --
- - - - --
- - - - --
Post Area 1
28
Reservoir
52.05
2
718
123,647
26
286.82
61,488
Post -W P #1
30
SCS Runoff
53.16
2
716
108,497
- - - - --
- - - - --
- - - - --
Pre area 3
31
SCS Runoff
61.33
2
716
128,543
- - - - --
- - - - --
- - - - --
Post Area 3
33
Reservoir
52.79
2
720
128,233
31
276.99
42,378
Post W P3
35
SCS Runoff
38.10
2
716
77,749
- - - - --
- - - - --
- - - - --
Pre 5
36
SCS Runoff
43.95
2
716
92,114
- - - - --
- - - - --
- - - - --
Post 5
37
Combine
175.56
2
716
367,936
7,36
- - - - --
- - - - --
add area 5 and 7
38
Reservoir
163.85
2
718
365,651
37
269.88
155,174
combine 5 and 7
39
Combine
275.77
2
716
562,801
11, 16, 20,
- - - - --
- - - - --
Pre developement
25, 30, 35,
40
Combine
389.19
2
718
935,949
14, 18, 23,
- - - - --
- - - - --
Post Development
28, 33, 38,
C: \Civil 3D Projects \Stillwater \Stillwater larg
rhgq�wiod: 10 Year
Thursday, 00 8, 2015
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Hydrograph Summary Report
WA
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
(cult)
Hydrograph
Description
42
Combine
235.69
2
718
517,521
1, 6,
- - - - --
- - - - --
Pre 8 and 5
44
Combine
506.55
2
718
1,080,322
39,42,
- - - - --
- - - - --
Pre Total
45
Combine
500.88
2
720
1,272,075
40,
- - - - --
- - - - --
Post Total
CACivil 3D Projects \Stillwater \Stillwater larg
rhgq�sviod: 10 Year
Thursday, 00 8, 2015
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78
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 1
Pre Basin 8
Hydrograph type
= SCS Runoff
Peak discharge
= 124.17 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 285,812 cuft
Drainage area
= 24.400 ac
Curve number
= 80
Basin Slope
= 3.5%
Hydraulic length
= 1220 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 6.75 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Basin 8
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
140.00 140 00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
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79
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 2
Post Basin 8
Hydrograph type
= SCS Runoff
Peak discharge
= 143.83 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 338,619 cuft
Drainage area
= 24.400 ac
Curve number
= 86
Basin Slope
= 3.4%
Hydraulic length
= 1220 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 6.82 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Basin 8
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
160.00 160 00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)
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80
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 4
Post- BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 126.10 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 336,021 cuft
Inflow hyd. No.
= 2 - Post Basin 8
Max. Elevation
= 279.54 ft
Reservoir name
= WP #8
Max. Storage
= 139,610 cuft
Storage Indication method used. Wet pond routing start elevation = 276.50 ft.
OMM :1ITI12:
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Hyd No. 2 Total storage used = 139,610 cuft Time (hrs)
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81
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 6
Pre basin 5
Hydrograph type
= SCS Runoff
Peak discharge
= 113.54 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 231,710 cuft
Drainage area
= 21.100 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
FA�
20.00
0.00
0 2 4
Hyd No. 6
6 8
Pre basin 5
Hyd. No. 6 -- 10 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)
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82
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 7
Post basin 5
Hydrograph type
= SCS Runoff
Peak discharge
= 131.61 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 275,822 cuft
Drainage area
= 21.200 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post basin 5
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
140.00 140 00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)
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83
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 9
Post W P7
Hydrograph type
= Reservoir
Peak discharge
= 116.69 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 274,140 cuft
Inflow hyd. No.
= 7 - Post basin 5
Max. Elevation
= 269.41 ft
Reservoir name
= WP #7
Max. Storage
= 141,906 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
Post WP7
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
140.00 140 00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 9 Hyd No. 7 Total storage used = 141,906 cuft Time (hrs)
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84
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 11
Pre Area 6
Hydrograph type
= SCS Runoff
Peak discharge
= 27.39 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 55,896 cuft
Drainage area
= 5.090 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
rMSTOM
Pre Area 6
Hyd. No. 11 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1111M
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 11 Time (hrs)
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85
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 12
Post Area 6
Hydrograph type
= SCS Runoff
Peak discharge
= 31.60 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 66,223 cuft
Drainage area
= 5.090 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Post Area 6
Hyd. No. 12 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 1 1 ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 12 Time (hrs)
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86
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 14
Post W P #6
Hydrograph type
= Reservoir
Peak discharge
= 28.08 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 64,940 cuft
Inflow hyd. No.
= 12 - Post Area 6
Max. Elevation
= 269.11 ft
Reservoir name
= WP #6
Max. Storage
= 33,855 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Post WP #6
Hyd. No. 14 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 14 Hyd No. 12 Total storage used = 33,855 cuft Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 16
Pre Aree 4
Hydrograph type
= SCS Runoff
Peak discharge
= 53.81 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 109,815 cuft
Drainage area
= 10.000 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 16
6 8
Pre Aree 4
Hyd. No. 16 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 17
Post area 4
Hydrograph type
= SCS Runoff
Peak discharge
= 62.08 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 130,105 cuft
Drainage area
= 10.000 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Post area 4
Hyd. No. 17 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 17 Time (hrs)
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89
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 18
Post WP 4
Hydrograph type
= Reservoir
Peak discharge
= 41.04 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 129,720 cuft
Inflow hyd. No.
= 17 - Post area 4
Max. Elevation
= 277.54 ft
Reservoir name
= WP #4
Max. Storage
= 56,653 cuft
Storage Indication method used. Wet pond routing start elevation = 274.50 ft.
Post WP 4
Q (cfs) Hyd. No. 18 -- 10 Year Q (cfs)
70.00 7 0 00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 18 Hyd No. 17 Total storage used = 56,653 cuft Time (hrs)
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90
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 20
Pre 2
Hydrograph type
= SCS Runoff
Peak discharge
= 51.66 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 105,422 cuft
Drainage area
= 9.600 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 20
6 8
Pre 2
Hyd. No. 20 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
'?-- I I 1 0.00
10 12 14 16 18 20 22 24
Time (hrs)
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91
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 21
Post Area 2
Hydrograph type
= SCS Runoff
Peak discharge
= 59.60 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 124,901 cuft
Drainage area
= 9.600 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
rNMETSM
0.0 2.0 4.0 6.0
Hyd No. 21
Post Area 2
Hyd. No. 21 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
..*-' ' ' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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I
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 23
Post W P2
Hydrograph type
= Reservoir
Peak discharge
= 52.15 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 123,759 cuft
Inflow hyd. No.
= 21 - Post Area 2
Max. Elevation
= 283.05 ft
Reservoir name
= WP #2
Max. Storage
= 65,033 cuft
Storage Indication method used. Wet pond routing start elevation = 280.50 ft.
Q (cfs) Hyd. No. 23 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 23 Hyd No. 21 Total storage used = 65,033 cuft Time (hrs)
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93
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 25
Pre area 1
Hydrograph type
= SCS Runoff
Peak discharge
= 51.66 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 105,422 cuft
Drainage area
= 9.600 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 25
6 8
Pre area 1
Hyd. No. 25 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
'?-- I I 1 0.00
10 12 14 16 18 20 22 24
Time (hrs)
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94
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 26
Post Area 1
Hydrograph type
= SCS Runoff
Peak discharge
= 59.60 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 124,901 cuft
Drainage area
= 9.600 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
rNMETSM
0.0 2.0 4.0 6.0
Hyd No. 26
Post Area 1
Hyd. No. 26 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
..*-' ' ' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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95
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 28
Post -WP #1
Hydrograph type
= Reservoir
Peak discharge
= 52.05 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 123,647 cuft
Inflow hyd. No.
= 26 - Post Area 1
Max. Elevation
= 286.82 ft
Reservoir name
= WP #1
Max. Storage
= 61,488 cuft
Storage Indication method used. Wet pond routing start elevation = 284.50 ft.
Post -WP #1
Q (cfs) Hyd. No. 28 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 28 Hyd No. 26 Total storage used = 61,488 cuft Time (hrs)
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96
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 30
Pre area 3
Hydrograph type
= SCS Runoff
Peak discharge
= 53.16 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 108,497 cuft
Drainage area
= 9.880 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
FA�
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 30
6 8
Pre area 3
Hyd. No. 30 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)
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I'll
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 31
Post Area 3
Hydrograph type
= SCS Runoff
Peak discharge
= 61.33 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 128,543 cuft
Drainage area
= 9.880 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Post Area 3
Hyd. No. 31 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 31 Time (hrs)
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98
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 33
Post W P3
Hydrograph type
= Reservoir
Peak discharge
= 52.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 128,233 cuft
Inflow hyd. No.
= 31 - Post Area 3
Max. Elevation
= 276.99 ft
Reservoir name
= WP #3
Max. Storage
= 42,378 cuft
Storage Indication method used. Wet pond routing start elevation = 274.00 ft.
Post WP3
Q (cfs) Hyd. No. 33 -- 10 Year Q (cfs)
70.00 7 0 00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 33 Hyd No. 31 Total storage used = 42,378 cuft Time (hrs)
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99
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 35
Pre 5
Hydrograph type
= SCS Runoff
Peak discharge
= 38.10 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 77,749 cuft
Drainage area
= 7.080 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 35
Pre 5
Hyd. No. 35 -- 10 Year
6 8 10 12 14 16
Q (cfs)
40.00
30.00
20.00
10.00
0.00
18 20 22 24
Time (hrs)
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100
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 36
Post 5
Hydrograph type
= SCS Runoff
Peak discharge
= 43.95 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 92,114 cuft
Drainage area
= 7.080 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0
Hyd No. 36
6.0 8.0
Post 5
Hyd. No. 36 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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101
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 37
add area 5 and 7
Hydrograph type
= Combine
Peak discharge
= 175.56 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 367,936 cuft
Inflow hyds.
= 7, 36
Contrib. drain. area
= 28.280 ac
add area 5 and 7
Q (cfs) Hyd. No. 37 -- 10 Year Q (cfs)
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 37 Hyd No. 7 Hyd No. 36 Time (hrs)
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102
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 38
combine 5 and 7
Hydrograph type
= Reservoir
Peak discharge
= 163.85 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 365,651 cuft
Inflow hyd. No.
= 37 - add area 5 and 7
Max. Elevation
= 269.88 ft
Reservoir name
= WP #7
Max. Storage
= 155,174 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
combine 5 and 7
Q (cfs) Hyd. No. 38 -- 10 Year Q (cfs)
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 38 Hyd No. 37 Total storage used = 155,174 cuft Time (hrs)
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103
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 39
Pre developement
Hydrograph type
= Combine
Peak discharge
= 275.77 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 562,801 cuft
Inflow hyds.
= 11, 16, 20, 25, 30, 35
Contrib. drain. area
= 51.250 ac
Pre developement
Q (cfs) Hyd. No. 39 -- 10 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
i
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 39 Hyd No. 11 Hyd No. 16 Hyd No. 20 Time (hrs)
Hyd No. 25 Hyd No. 30 Hyd No. 35
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104
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 40
Post Development
Hydrograph type
= Combine
Peak discharge
= 389.19 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 935,949 cuft
Inflow hyds.
= 14, 18, 23, 28, 33, 38
Contrib. drain. area
= 0.000 ac
Post Development
Q (cfs) Hyd. No. 40 -- 10 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 _ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 40 Hyd No. 14 Hyd No. 18 Hyd No. 23 Time (hrs)
Hyd No. 28 Hyd No. 33 Hyd No. 38
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105
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 42
Pre 8 and 5
Hydrograph type
= Combine
Peak discharge
= 235.69 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 517,521 cuft
Inflow hyds.
= 1, 6
Contrib. drain. area
= 45.500 ac
Pre 8 and 5
Q (cfs) Hyd. No. 42 -- 10 Year Q (cfs)
240.00 240 00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 42 Hyd No. 1 Hyd No. 6 Time (hrs)
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106
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 44
Pre Total
Hydrograph type
= Combine
Peak discharge
= 506.55 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 1,080,322 cuft
Inflow hyds.
= 39, 42
Contrib. drain. area
= 0.000 ac
Pre Total
Q (cfs) Hyd. No. 44 -- 10 Year Q (cfs)
560.00 5 60 00
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0 00
.
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 44 Hyd No. 39 Hyd No. 42 Time (hrs)
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107
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 45
Post Total
Hydrograph type
= Combine
Peak discharge
= 500.88 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 1,272,075 cuft
Inflow hyds.
= 40
Contrib. drain. area
= 0.000 ac
Post Total
Q (cfs) Hyd. No. 45 -- 10 Year Q (cfs)
560.00 5 60 00
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0 00
.
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 45 Hyd No. 40 Time (hrs)
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Hydrograph Summary Report
` IN
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
(cult)
Hydrograph
Description
1
SCS Runoff
212.06
2
718
498,217
- - - - --
- - - - --
- - - - --
Pre Basin 8
2
SCS Runoff
231.68
2
718
560,784
- - - - --
- - - - --
- - - - --
Post Basin 8
4
Reservoir
209.87
2
720
558,170
2
279.98
154,062
Post- BMP 8
6
SCS Runoff
193.17
2
716
403,908
- - - - --
- - - - --
- - - - --
Pre basin 5
7
SCS Runoff
211.44
2
716
456,786
- - - - --
- - - - --
- - - - --
Post basin 5
9
Reservoir
183.95
2
718
455,095
7
269.93
155,859
Post W P7
11
SCS Runoff
46.60
2
716
97,436
- - - - --
- - - - --
- - - - --
Pre Area 6
12
SCS Runoff
50.77
2
716
109,672
- - - - --
- - - - --
- - - - --
Post Area 6
14
Reservoir
46.14
2
718
108,382
12
269.37
36,588
Post W P #6
16
SCS Runoff
91.55
2
716
191,426
- - - - --
- - - - --
- - - - --
Pre Aree 4
17
SCS Runoff
99.74
2
716
215,465
- - - - --
- - - - --
- - - - --
Post area 4
18
Reservoir
72.55
2
720
215,080
17
278.55
70,597
Post WP 4
20
SCS Runoff
87.89
2
716
183,769
- - - - --
- - - - --
- - - - --
Pre 2
21
SCS Runoff
95.75
2
716
206,847
- - - - --
- - - - --
- - - - --
Post Area 2
23
Reservoir
80.76
2
720
205,698
21
283.48
72,043
Post W P2
25
SCS Runoff
87.89
2
716
183,769
- - - - --
- - - - --
- - - - --
Pre area 1
26
SCS Runoff
95.75
2
716
206,847
- - - - --
- - - - --
- - - - --
Post Area 1
28
Reservoir
83.34
2
718
205,586
26
287.19
67,599
Post -W P #1
30
SCS Runoff
90.45
2
716
189,129
- - - - --
- - - - --
- - - - --
Pre area 3
31
SCS Runoff
98.54
2
716
212,880
- - - - --
- - - - --
- - - - --
Post Area 3
33
Reservoir
82.83
2
720
212,568
31
277.77
50,600
Post W P3
35
SCS Runoff
64.82
2
716
135,529
- - - - --
- - - - --
- - - - --
Pre 5
36
SCS Runoff
70.61
2
716
152,549
- - - - --
- - - - --
- - - - --
Post 5
37
Combine
282.05
2
716
609,336
7,36
- - - - --
- - - - --
add area 5 and 7
38
Reservoir
255.06
2
718
607,039
37
270.44
170,487
combine 5 and 7
39
Combine
469.20
2
716
981,057
11, 16, 20,
- - - - --
- - - - --
Pre developement
25, 30, 35,
40
Combine
613.17
2
718
1,554,353
14, 18, 23,
- - - - --
- - - - --
Post Development
28, 33, 38,
C: \Civil 3D Projects \Stillwater \Stillwater larg
rhgq�wiod: 100 Year
Thursday, 00 8, 2015
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Hydrograph Summary Report
`U1']
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
(cult)
Hydrograph
Description
42
Combine
399.61
2
718
902,126
1, 6,
- - - - --
- - - - --
Pre 8 and 5
44
Combine
855.58
2
716
1,883,184
39,42,
- - - - --
- - - - --
Pre Total
45
Combine
818.93
2
720
2,112,628
40,
- - - - --
- - - - --
Post Total
CACivil 3D Projects \Stillwater \Stillwater larg
rhgq�sviod: 100 Year
Thursday, 00 8, 2015
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110
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 1
Pre Basin 8
Hydrograph type
= SCS Runoff
Peak discharge
= 212.06 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 498,217 cuft
Drainage area
= 24.400 ac
Curve number
= 80
Basin Slope
= 3.5%
Hydraulic length
= 1220 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 6.75 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Basin 8
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
240.00 240 00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)
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111
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 2
Post Basin 8
Hydrograph type
= SCS Runoff
Peak discharge
= 231.68 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 560,784 cuft
Drainage area
= 24.400 ac
Curve number
= 86
Basin Slope
= 3.4%
Hydraulic length
= 1220 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 6.82 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Post Basin 8
Hyd. No. 2 -- 100 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 ' ' ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)
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112
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 4
Post- BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 209.87 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 558,170 cuft
Inflow hyd. No.
= 2 - Post Basin 8
Max. Elevation
= 279.98 ft
Reservoir name
= WP #8
Max. Storage
= 154,062 cuft
Storage Indication method used. Wet pond routing start elevation = 276.50 ft.
OMM :1ITI12:
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Hyd No. 2 Total storage used = 154,062 cuft Time (hrs)
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113
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 6
Pre basin 5
Hydrograph type
= SCS Runoff
Peak discharge
= 193.17 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 403,908 cuft
Drainage area
= 21.100 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre basin 5
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
210.00 210 00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 6 Time (hrs)
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114
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 7
Post basin 5
Hydrograph type
= SCS Runoff
Peak discharge
= 211.44 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 456,786 cuft
Drainage area
= 21.200 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post basin 5
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 7 Time (hrs)
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115
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 9
Post W P7
Hydrograph type
= Reservoir
Peak discharge
= 183.95 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 455,095 cuft
Inflow hyd. No.
= 7 - Post basin 5
Max. Elevation
= 269.93 ft
Reservoir name
= WP #7
Max. Storage
= 155,859 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 9 Hyd No. 7 Total storage used = 155,859 cuft Time (hrs)
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40.00 ' ' 40.00
30.00 ' ' ' ' ' ' " ' ' ' ' ' 30.00
20.00 ' ' i i i i " ' ' ' ' ' 20.00
10.00 ' i i i i i ' " i i i i ' 10.00
0.00 ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 11 Time (hrs)
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116
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 11
Pre Area 6
Hydrograph type
= SCS Runoff
Peak discharge
= 46.60 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 97,436 cuft
Drainage area
= 5.090 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Area 6
Q (cfs)
Hyd. No. 11 -- 100 Year
Q (cfs)
50.00
50.00
40.00 ' ' 40.00
30.00 ' ' ' ' ' ' " ' ' ' ' ' 30.00
20.00 ' ' i i i i " ' ' ' ' ' 20.00
10.00 ' i i i i i ' " i i i i ' 10.00
0.00 ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 11 Time (hrs)
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50.00 1 i i i i i a i i i ' 50.00
40.00 1 i i i i i lo i i i ' 40.00
30.00 ' ' 30.00
20.00 ' ' ' i i i ' 20.00
10.00 ' i i i i i ' " i i i ' 10.00
0.00 ' ~. 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 12 Time (hrs)
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117
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 12
Post Area 6
Hydrograph type
= SCS Runoff
Peak discharge
= 50.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 109,672 cuft
Drainage area
= 5.090 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Area 6
Q (cfs)
Hyd. No. 12 -- 100 Year
Q (cfs)
60.00
60.00
50.00 1 i i i i i a i i i ' 50.00
40.00 1 i i i i i lo i i i ' 40.00
30.00 ' ' 30.00
20.00 ' ' ' i i i ' 20.00
10.00 ' i i i i i ' " i i i ' 10.00
0.00 ' ~. 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 12 Time (hrs)
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118
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 14
Post W P #6
Hydrograph type
= Reservoir
Peak discharge
= 46.14 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 108,382 cuft
Inflow hyd. No.
= 12 - Post Area 6
Max. Elevation
= 269.37 ft
Reservoir name
= WP #6
Max. Storage
= 36,588 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
Post WP #6
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 14 Hyd No. 12 Total storage used = 36,588 cuft Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 16
Pre Aree 4
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.000 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
- 11 I
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0
Hyd No. 16
6.0 8.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Aree 4
Hyd. No. 16 -- 100 Year
119
Thursday, 00 8, 2015
= 91.55 cfs
= 11.93 hrs
= 191,426 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
.I IM
50.00
40.00
30.00
20.00
10.00
' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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Hydrograph
Report
120
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 17
Post area 4
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.000 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 8.00 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 00 8, 2015
= 99.74 cfs
= 11.93 hrs
= 215,465 cuft
= 86
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
Post area 4
Hyd. No. 17 -- 100 Year
Q (cfs)
100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
20.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 17
0.00
18.0 20.0
Time (hrs)
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121
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 18
Post WP 4
Hydrograph type
= Reservoir
Peak discharge
= 72.55 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 215,080 cuft
Inflow hyd. No.
= 17 - Post area 4
Max. Elevation
= 278.55 ft
Reservoir name
= WP #4
Max. Storage
= 70,597 cuft
Storage Indication method used. Wet pond routing start elevation = 274.50 ft.
Q (cfs)
100.00
- 11 I
40.00
20.00
0.00
0 2 4
Hyd No. 18
Post WP 4
Hyd. No. 18 -- 100 Year
6 8 10
Hyd No. 17
12
Q (cfs)
100.00
.I II
40.00
20.00
' 0.00
14 16 18 20 22 24 26
Total storage used = 70,597 cuft Time (hrs)
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122
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 20
Pre 2
Hydrograph type
= SCS Runoff
Peak discharge
= 87.89 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 183,769 cuft
Drainage area
= 9.600 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0
Hyd No. 20
6.0
Pre 2
Hyd. No. 20 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
yam' I I I I 1 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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123
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 21
Post Area 2
Hydrograph type
= SCS Runoff
Peak discharge
= 95.75 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 206,847 cuft
Drainage area
= 9.600 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
100 00
Post Area 2
Hyd. No. 21 -- 100 Year
Q (cfs)
100 00
0.0 2.0
Hyd No. 21
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
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20.0
Time (hrs)
90.00
90.00
80.00
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0 00
0 00
0.0 2.0
Hyd No. 21
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
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20.0
Time (hrs)

124
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 23
Post W P2
Hydrograph type
= Reservoir
Peak discharge
= 80.76 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 205,698 cuft
Inflow hyd. No.
= 21 - Post Area 2
Max. Elevation
= 283.48 ft
Reservoir name
= WP #2
Max. Storage
= 72,043 cuft
Storage Indication method used. Wet pond routing start elevation = 280.50 ft.
Q (cfs) Hyd. No. 23 -- 100 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 23 Hyd No. 21 Total storage used = 72,043 cuft Time (hrs)
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125
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 25
Pre area 1
Hydrograph type
= SCS Runoff
Peak discharge
= 87.89 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 183,769 cuft
Drainage area
= 9.600 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0
Hyd No. 25
6.0
Pre area 1
Hyd. No. 25 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
yam' I I I I 1 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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126
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 26
Post Area 1
Hydrograph type
= SCS Runoff
Peak discharge
= 95.75 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 206,847 cuft
Drainage area
= 9.600 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
100 00
Post Area 1
Hyd. No. 26 -- 100 Year
Q (cfs)
100 00
0.0 2.0
Hyd No. 26
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
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20.0
Time (hrs)
90.00
90.00
80.00
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0 00
0 00
0.0 2.0
Hyd No. 26
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
You created this PDF from an application that is not licensed to print to novaPDF printer (http: / /www.novapdf.com)
20.0
Time (hrs)

127
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 28
Post -WP #1
Hydrograph type
= Reservoir
Peak discharge
= 83.34 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 205,586 cuft
Inflow hyd. No.
= 26 - Post Area 1
Max. Elevation
= 287.19 ft
Reservoir name
= WP #1
Max. Storage
= 67,599 cuft
Storage Indication method used. Wet pond routing start elevation = 284.50 ft.
Post -WP #1
Q (cfs) Hyd. No. 28 -- 100 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 28 Hyd No. 26 Total storage used = 67,599 cuft Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 30
Pre area 3
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.880 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
- 11 I
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0
Hyd No. 30
6.0 8.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre area 3
Hyd. No. 30 -- 100 Year
128
Thursday, 00 8, 2015
= 90.45 cfs
= 11.93 hrs
= 189,129 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
.I IM
50.00
40.00
30.00
20.00
10.00
' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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Hydrograph
Report
129
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Hyd. No. 31
Post Area 3
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 9.880 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 8.00 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 00 8, 2015
= 98.54 cfs
= 11.93 hrs
= 212,880 cuft
= 86
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
Post Area 3
Hyd. No. 31 -- 100 Year
Q (cfs)
100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
20.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 31
0.00
18.0 20.0
Time (hrs)
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130
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 33
Post W P3
Hydrograph type
= Reservoir
Peak discharge
= 82.83 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 212,568 cuft
Inflow hyd. No.
= 31 - Post Area 3
Max. Elevation
= 277.77 ft
Reservoir name
= WP #3
Max. Storage
= 50,600 cuft
Storage Indication method used. Wet pond routing start elevation = 274.00 ft.
Q (cfs)
100.00
- 11 I
40.00
20.00
0.00
0 2 4
Hyd No. 33
Post WP3
Hyd. No. 33 -- 100 Year
6 8 10
Hyd No. 31
12 14 16 18 20 22
Total storage used = 50,600 cuft
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Q (cfs)
100.00
.I II
40.00
20.00
0.00
24
Time (hrs)

131
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 35
Pre 5
Hydrograph type
= SCS Runoff
Peak discharge
= 64.82 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 135,529 cuft
Drainage area
= 7.080 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Pre 5
Hyd. No. 35 -- 100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 35 Time (hrs)
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132
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 36
Post 5
Hydrograph type
= SCS Runoff
Peak discharge
= 70.61 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 152,549 cuft
Drainage area
= 7.080 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post 5
Q (cfs) Hyd. No. 36 -- 100 Year Q (cfs)
80.00 80 00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 36 Time (hrs)
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133
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 37
add area 5 and 7
Hydrograph type
= Combine
Peak discharge
= 282.05 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 609,336 cuft
Inflow hyds.
= 7, 36
Contrib. drain. area
= 28.280 ac
add area 5 and 7
Q (cfs) Hyd. No. 37 -- 100 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 37 Hyd No. 7 Hyd No. 36 Time (hrs)
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134
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 38
combine 5 and 7
Hydrograph type
= Reservoir
Peak discharge
= 255.06 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 607,039 cuft
Inflow hyd. No.
= 37 - add area 5 and 7
Max. Elevation
= 270.44 ft
Reservoir name
= WP #7
Max. Storage
= 170,487 cuft
Storage Indication method used. Wet pond routing start elevation = 266.50 ft.
combine 5 and 7
Q (cfs) Hyd. No. 38 -- 100 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 38 Hyd No. 37 Total storage used = 170,487 cuft Time (hrs)
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135
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 39
Pre developement
Hydrograph type
= Combine
Peak discharge
= 469.20 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 981,057 cuft
Inflow hyds.
= 11, 16, 20, 25, 30, 35
Contrib. drain. area
= 51.250 ac
Pre developement
Q (cfs) Hyd. No. 39 -- 100 Year Q (cfs)
490.00 490.00
420.00 420.00
350.00 350.00
280.00 280.00
210.00 210.00
140.00 140.00
70.00 70.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 39 Hyd No. 11 Hyd No. 16 Hyd No. 20 Time (hrs)
Hyd No. 25 Hyd No. 30 Hyd No. 35
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136
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 40
Post Development
Hydrograph type
= Combine
Peak discharge
= 613.17 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 1,554,353 cuft
Inflow hyds.
= 14, 18, 23, 28, 33, 38
Contrib. drain. area
= 0.000 ac
Post Development
Q (cfs) Hyd. No. 40 -- 100 Year Q (cfs)
630.00 630 00
540.00
450.00
360.00
270.00
180.00
90.00
0 00
540.00
450.00
360.00
270.00
180.00
90.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 40 Hyd No. 14 Hyd No. 18 Hyd No. 23 Time (hrs)
Hyd No. 28 Hyd No. 33 Hyd No. 38
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137
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 42
Pre 8 and 5
Hydrograph type
= Combine
Peak discharge
= 399.61 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 902,126 cuft
Inflow hyds.
= 1, 6
Contrib. drain. area
= 45.500 ac
Pre 8 and 5
Q (cfs) Hyd. No. 42 -- 100 Year Q (cfs)
420.00 420 00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 42 Hyd No. 1 Hyd No. 6 Time (hrs)
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138
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 44
Pre Total
Hydrograph type
= Combine
Peak discharge
= 855.58 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 1,883,184 cuft
Inflow hyds.
= 39, 42
Contrib. drain. area
= 0.000 ac
Pre Total
Q (cfs) Hyd. No. 44 -- 100 Year Q (cfs)
861.00 861.00
738.00 738.00
615.00 615.00
492.00 492.00
369.00 369.00
246.00 246.00
123.00 123.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 44 Hyd No. 39 Hyd No. 42 Time (hrs)
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139
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc. v9
Thursday, 00 8, 2015
Hyd. No. 45
Post Total
Hydrograph type
= Combine
Peak discharge
= 818.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 2,112,628 cuft
Inflow hyds.
= 40
Contrib. drain. area
= 0.000 ac
Post Total
Q (cfs) Hyd. No. 45 -- 100 Year Q (cfs)
819.00
702.00
585.00
468.00
351.00
234.00
117.00
0 00
819.00
702.00
585.00
468.00
351.00
234.00
117.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 45 Hyd No. 40 Time (hrs)
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Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
CACivil 3D Projects \Stillwater \Stillwater large pond 7.gpw
Thursday, 00 8, 2015
Watershed Model Schematic ...................................................... ............................... 1
Hydrograph Return Period Recap .............................................. ............................... 2
- Year
SummaryReport .......................................................................................... ............................... 4
HydrographReports
.................................................................................... ...............................
6
Hydrograph No.
1, SCS Runoff, Pre Basin 8 ............................................ ...............................
6
Hydrograph No.
2, SCS Runoff, Post Basin 8 ........................................... ...............................
7
Hydrograph No.
4, Reservoir, Post- BMP 8 .............................................. ...............................
8
PondReport
- WP # 8 ............................................................................ ...............................
9
Hydrograph No.
6, SCS Runoff, Pre basin 5 ........................................... ...............................
10
Hydrograph No.
7, SCS Runoff, Post basin 5 ......................................... ...............................
11
Hydrograph No.
9, Reservoir, Post WP7 ................................................ ...............................
12
PondReport
- WP# 7 ........................................................................... ...............................
13
Hydrograph No.
11, SCS Runoff, Pre Area 6 .......................................... ...............................
14
Hydrograph No.
12, SCS Runoff, Post Area 6 ........................................ ...............................
15
Hydrograph No.
14, Reservoir, Post WP# 6 ............................................ ...............................
16
PondReport
- WP# 6 ........................................................................... ...............................
17
Hydrograph No.
16, SCS Runoff, Pre Aree 4 .......................................... ...............................
18
Hydrograph No.
17, SCS Runoff, Post area 4 ......................................... ...............................
19
Hydrograph No.
18, Reservoir, Post WP 4 .............................................. ...............................
20
PondReport
- WP# 4 ........................................................................... ...............................
21
Hydrograph No.
20, SCS Runoff, Pre 2 .................................................. ...............................
22
Hydrograph No.
21, SCS Runoff, Post Area 2 ........................................ ...............................
23
Hydrograph No.
23, Reservoir, Post WP2 ............................................... ...............................
24
PondReport
- WP# 2 ........................................................................... ...............................
25
Hydrograph No.
25, SCS Runoff, Pre area 1 .......................................... ...............................
26
Hydrograph No.
26, SCS Runoff, Post Area 1 ........................................ ...............................
27
Hydrograph No.
28, Reservoir, Post - WP# 1 ........................................... ...............................
28
PondReport
- WP# 1 ........................................................................... ...............................
29
Hydrograph No.
30, SCS Runoff, Pre area 3 .......................................... ...............................
30
Hydrograph No.
31, SCS Runoff, Post Area 3 ........................................ ...............................
31
Hydrograph No.
33, Reservoir, Post WP3 ............................................... ...............................
32
PondReport
- WP# 3 ........................................................................... ...............................
33
Hydrograph No.
35, SCS Runoff, Pre 5 .................................................. ...............................
34
Hydrograph No.
36, SCS Runoff, Post 5 ................................................. ...............................
35
Hydrograph No.
37, Combine, add area 5 and 7 .................................... ...............................
36
Hydrograph No.
38, Reservoir, combine 5 and 7 .................................... ...............................
37
PondReport
- WP# 7 ........................................................................... ...............................
38
Hydrograph No.
39, Combine, Pre developement .................................. ...............................
39
Hydrograph No.
40, Combine, Post Development .................................. ...............................
40
Hydrograph No.
42, Combine, Pre 8 and 5 ............................................. ...............................
41
Hydrograph No.
44, Combine, Pre Total ................................................. ...............................
42
Hydrograph No.
45, Combine, Post Total ............................................... ...............................
43
5 - Year
SummaryReport ........................................................................................ ............................... 44
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Contents continued...
CACivil 3D Projects \Stillwater \Stillwater large pond 7.gpw
HydrographReports .................................................................................. ...............................
46
Hydrograph No.
1, SCS Runoff, Pre Basin 8 .......................................... ...............................
46
Hydrograph No.
2, SCS Runoff, Post Basin 8 ......................................... ...............................
47
Hydrograph No.
4, Reservoir, Post- BMP 8 ............................................ ...............................
48
Hydrograph No.
6, SCS Runoff, Pre basin 5 ........................................... ...............................
49
Hydrograph No.
7, SCS Runoff, Post basin 5 ......................................... ...............................
50
Hydrograph No.
9, Reservoir, Post WP7 ................................................ ...............................
51
Hydrograph No.
11, SCS Runoff, Pre Area 6 .......................................... ...............................
52
Hydrograph No.
12, SCS Runoff, Post Area 6 ........................................ ...............................
53
Hydrograph No.
14, Reservoir, Post WP# 6 ............................................ ...............................
54
Hydrograph No.
16, SCS Runoff, Pre Aree 4 .......................................... ...............................
55
Hydrograph No.
17, SCS Runoff, Post area 4 ......................................... ...............................
56
Hydrograph No.
18, Reservoir, Post WP 4 .............................................. ...............................
57
Hydrograph No.
20, SCS Runoff, Pre 2 .................................................. ...............................
58
Hydrograph No.
21, SCS Runoff, Post Area 2 ........................................ ...............................
59
Hydrograph No.
23, Reservoir, Post WP2 ............................................... ...............................
60
Hydrograph No.
25, SCS Runoff, Pre area 1 .......................................... ...............................
61
Hydrograph No.
26, SCS Runoff, Post Area 1 ........................................ ...............................
62
Hydrograph No.
28, Reservoir, Post - WP# 1 ........................................... ...............................
63
Hydrograph No.
30, SCS Runoff, Pre area 3 .......................................... ...............................
64
Hydrograph No.
31, SCS Runoff, Post Area 3 ........................................ ...............................
65
Hydrograph No.
33, Reservoir, Post WP3 ............................................... ...............................
66
Hydrograph No.
35, SCS Runoff, Pre 5 .................................................. ...............................
67
Hydrograph No.
36, SCS Runoff, Post 5 ................................................. ...............................
68
Hydrograph No.
37, Combine, add area 5 and 7 .................................... ...............................
69
Hydrograph No.
38, Reservoir, combine 5 and 7 .................................... ...............................
70
Hydrograph No.
39, Combine, Pre developement .................................. ...............................
71
Hydrograph No.
40, Combine, Post Development .................................. ...............................
72
Hydrograph No.
42, Combine, Pre 8 and 5 ............................................. ...............................
73
Hydrograph No.
44, Combine, Pre Total ................................................. ...............................
74
Hydrograph No.
45, Combine, Post Total ............................................... ...............................
75
10 - Year
SummaryReport
........................................................................................ ...............................
76
HydrographReports .................................................................................. ...............................
78
Hydrograph No.
1, SCS Runoff, Pre Basin 8 .......................................... ...............................
78
Hydrograph No.
2, SCS Runoff, Post Basin 8 ......................................... ...............................
79
Hydrograph No.
4, Reservoir, Post- BMP 8 ............................................ ...............................
80
Hydrograph No.
6, SCS Runoff, Pre basin 5 ........................................... ...............................
81
Hydrograph No.
7, SCS Runoff, Post basin 5 ......................................... ...............................
82
Hydrograph No.
9, Reservoir, Post WP7 ................................................ ...............................
83
Hydrograph No.
11, SCS Runoff, Pre Area 6 .......................................... ...............................
84
Hydrograph No.
12, SCS Runoff, Post Area 6 ........................................ ...............................
85
Hydrograph No.
14, Reservoir, Post WP# 6 ............................................ ...............................
86
Hydrograph No.
16, SCS Runoff, Pre Aree 4 .......................................... ...............................
87
Hydrograph No.
17, SCS Runoff, Post area 4 ......................................... ...............................
88
Hydrograph No.
18, Reservoir, Post WP 4 .............................................. ...............................
89
Hydrograph No.
20, SCS Runoff, Pre 2 .................................................. ...............................
90
Hydrograph No.
21, SCS Runoff, Post Area 2 ........................................ ...............................
91
Hydrograph No.
23, Reservoir, Post WP2 ............................................... ...............................
92
Hydrograph No.
25, SCS Runoff, Pre area 1 .......................................... ...............................
93
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Contents continued...
CACivil 3D Projects \Stillwater \Stillwater large pond 7.gpw
Hydrograph No.
26, SCS Runoff, Post Area 1 ........................................ ...............................
94
Hydrograph No.
28, Reservoir, Post - WP# 1 ........................................... ...............................
95
Hydrograph No.
30, SCS Runoff, Pre area 3 .......................................... ...............................
96
Hydrograph No.
31, SCS Runoff, Post Area 3 ........................................ ...............................
97
Hydrograph No.
33, Reservoir, Post WP3 ............................................... ...............................
98
Hydrograph No.
35, SCS Runoff, Pre 5 .................................................. ...............................
99
Hydrograph No.
36, SCS Runoff, Post 5 ............................................... ...............................
100
Hydrograph No.
37, Combine, add area 5 and 7 .................................. ...............................
101
Hydrograph No.
38, Reservoir, combine 5 and 7 .................................. ...............................
102
Hydrograph No.
39, Combine, Pre developement ................................ ...............................
103
Hydrograph No.
40, Combine, Post Development ................................ ...............................
104
Hydrograph No.
42, Combine, Pre 8 and 5 ........................................... ...............................
105
Hydrograph No.
44, Combine, Pre Total ............................................... ...............................
106
Hydrograph No.
45, Combine, Post Total ............................................. ...............................
107
100 - Year
SummaryReport
...................................................................................... ...............................
108
HydrographReports ................................................................................ ...............................
110
Hydrograph No.
1, SCS Runoff, Pre Basin 8 ........................................ ...............................
110
Hydrograph No.
2, SCS Runoff, Post Basin 8 ....................................... ...............................
111
Hydrograph No.
4, Reservoir, Post- BMP 8 .......................................... ...............................
112
Hydrograph No.
6, SCS Runoff, Pre basin 5 ......................................... ...............................
113
Hydrograph No.
7, SCS Runoff, Post basin 5 ....................................... ...............................
114
Hydrograph No.
9, Reservoir, Post WP7 .............................................. ...............................
115
Hydrograph No.
11, SCS Runoff, Pre Area 6 ........................................ ...............................
116
Hydrograph No.
12, SCS Runoff, Post Area 6 ...................................... ...............................
117
Hydrograph No.
14, Reservoir, Post WP# 6 .......................................... ...............................
118
Hydrograph No.
16, SCS Runoff, Pre Aree 4 ........................................ ...............................
119
Hydrograph No.
17, SCS Runoff, Post area 4 ....................................... ...............................
120
Hydrograph No.
18, Reservoir, Post WP 4 ............................................ ...............................
121
Hydrograph No.
20, SCS Runoff, Pre 2 ................................................ ...............................
122
Hydrograph No.
21, SCS Runoff, Post Area 2 ...................................... ...............................
123
Hydrograph No.
23, Reservoir, Post WP2 ............................................. ...............................
124
Hydrograph No.
25, SCS Runoff, Pre area 1 ........................................ ...............................
125
Hydrograph No.
26, SCS Runoff, Post Area 1 ...................................... ...............................
126
Hydrograph No.
28, Reservoir, Post - WP# 1 ......................................... ...............................
127
Hydrograph No.
30, SCS Runoff, Pre area 3 ........................................ ...............................
128
Hydrograph No.
31, SCS Runoff, Post Area 3 ...................................... ...............................
129
Hydrograph No.
33, Reservoir, Post WP3 ............................................. ...............................
130
Hydrograph No.
35, SCS Runoff, Pre 5 ................................................ ...............................
131
Hydrograph No.
36, SCS Runoff, Post 5 ............................................... ...............................
132
Hydrograph No.
37, Combine, add area 5 and 7 .................................. ...............................
133
Hydrograph No.
38, Reservoir, combine 5 and 7 .................................. ...............................
134
Hydrograph No.
39, Combine, Pre developement ................................ ...............................
135
Hydrograph No.
40, Combine, Post Development ................................ ...............................
136
Hydrograph No.
42, Combine, Pre 8 and 5 ........................................... ...............................
137
Hydrograph No.
44, Combine, Pre Total ............................................... ...............................
138
Hydrograph No.
45, Combine, Post Total ............................................. ...............................
139
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Soil Survey Study

Table 8.05d Carne Numbers and Rational C
Cover Description
SCS Curve Number
Rational C
Percent
HSG
A
HSG
B
HSG
C
HSG
D
HSG
A
HSG
B
HSG
C
HSG
D
Impervious
Fully developed urban areas --
Open space
Poor condition ( <50%
grairs)
68
79
86 I
89
0.36
038
0.72
0.78
Fair condition (50 -75%
grass) 1
49
69
79
84
0.15
0.38
0.58
0.68
Good condition ( >50'/
Foss
39
6!
74
80
0.15
0.22
0.48
0.60
Impervious areas
Pavement, roofs 1
98
98
98
98
0.96
0.96
0.96
0.96
Gravel ;
76
85
89
91
0.52 10.70
10.78
0.82
Dirt
72
82
87
89
0.4q
0:64
0.74
0.78
_
Urban districts
Comtnencinl and I
business
89
92
94
95
0.7R
0.&1
0.88
0.90
85
Industrial
81
88
91
93
0.62
0.76
0.82
0.86
72
Residential areas lot size
1/8 acre (town houses,
condos
77
85
90
92
0.54
0.70
0.80
U.84
65
114 acre
61
75
83
87
022
1 0.50
0.66
1 0.74
38
113 &=
57
72
81
86
0.15
0.44
0.621
0.72
1 30
12 acre
54
70
80
85
0.15
0.40
0.60
0.70
25
1 acre
51
68
79
84
0.15
0,36
0.5B
0.68
20
2 acres
46
65
77
82
0.15
0.30
0.54
0.64
12
Agricultural arcw
Pasture ssland
_
Poor
68
79
86
_
-89
0.36
0.58
0.72
0.78
-
Fair
49
69
79
84
0.15
0.38
0.58
0.68
^-_
Good
39
61
74
80
0.15
0.22
0.48
0.60
Meadow mowed) _
30
58
71
78
0.15
0.16
0.42
0.56
Brush
0.15
0.15
0.15
0.15
_
Poor
48
67
77
83
0.15
0.34
0.54
0.66
Pair
35
56
70
77
0.15
0.15
0.40
0.54
Good
30
48
65
73
0.15
0.15
0.30
0.46
_
Woods and grass churd)^
--
_
Poor
57
73
82
86
0.15
0.46
0.64
0.72
Fair
43
6_5_
76
82
0.15.
0.15
0.30
O, IG
0.52
0.64
Good
32
58
72
7_9
0.58
_
Woods
_
_0.44
Poor _
45
66
77
83
015
0.32
0.54
U.bb
Pair
36
60
73
79
0.15
0.20
0.46
0.58
Good
30
55
70
77
0.15
0.15
0.40
0.54
Itow crops, straiiht Bond_
67
65
63
78
85
89
0.34
0.56
0.70
6.78
_
Row crops, contoured, good _
75
82
86
0.30
0.50
0.64
0.72
_
Small grain, good
75
83_
87_
026_
0.50
0.66
Farmsteads
59
74
82
96
0.18
0.48
0.64
tl.72
In die table values of Rational C were computed from C = 0.020 CN -1.0
S0217•ce: AfaIcom 2003, S2.2ppleMent to Elements of Urban S107-112tivate7- Design
b. NRCS (SCS) Method: See Section 8.5A.2 for both peak flow and volume
calculations.
c. Regional Regression Equation Analysis: Regression equations for Waal and
urban areas in North Carolina for various retur- n periods are listed in the
documents WRIR 96 -4114 and VWRIR 96 -4084; The National Flood -
Frequency Progranl- Methods for Estimating Flood Magnitude and

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Soil Map —Wake County, North Carolina
Map Unit Legend
Stillwater Subdivision
Wake County, North Carolina (NC183)
Map Unit Symbol Map Unit Name Acres in AOI
Percent of AOI
CrB2 Creedmoor sandy loam, 2 to 6 41.0
27.3%
percent slopes, moderately
eroded
CrC2
Creedmoor sandy loam, 6 to 10 I
29.2
19.5%
I
percent slopes, moderately
eroded
CrE
Creedmoor sandy loam, 10 to
1.9
1.2%
20 percent slopes
WsB2
White Store sandy loam, 2 to 6
4.6
3.1%
percent slopes, moderately
eroded
WsC2
White Store sandy loam, 6 to 10
59.6
39.6%
percent slopes, moderately
i eroded
WsE
I White Store sandy loam, 10 to
6.4
4.2%
1 20 percent slopes
WyA
Worsham sandy loam, 0 to 3
7.7
5.1%
percent slopes
Totals for Area of Interest
150.31
100.0%
USDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 3 of 3

Map Unit Description: Creedmoor sandy loam, 2 to 6 percent slopes, moderately eroded —Wake
County, North Carolina
Map Unit Description
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions in this
report, along with the maps, can be used to determine the composition and
properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
USDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 1 of 3

Map Unit Description: Creedmoor sandy loam, 2 to 6 percent slopes, moderately eroded —Wake
County, North Carolina
Soils that have profiles that are almost alike make up a soil series. All the soils of
a series have major horizons that are similar in composition, thickness, and
arrangement. Soils of a given series can differ in texture of the surface layer, slope,
stoniness, salinity, degree of erosion, and other characteristics that affect their use.
On the basis of such differences, a soil series is divided into soil phases. Most of
the areas shown on the detailed soil maps are phases of soil series. The name of
a soil phase commonly indicates a feature that affects use or management. For
example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Additional information about the map units described in this report is available in
other soil reports, which give properties of the soils and the limitations, capabilities,
and potentials for many uses. Also, the narratives that accompany the soil reports
define some of the properties included in the map unit descriptions.
Wake County, North Carolina
CrB2— Creedmoor sandy loam, L to 6 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 1vfx3
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Creedmoor, moderately eroded, and similar soils: 85 percent
USDA Natural Resources Web Soil Survey I I /Zu /Zu'l4
Conservation Service National Cooperative Soil Survey Page 2 of 3

Map Unit Description: Creedmoor sandy loam, 2 to 6 percent slopes, moderately eroded —Wake
County, North Carolina
Estimates are based on observations, descriptions, and transects of the
mapunit.
Description of Creedmoor, Moderately Eroded
Setting
Landform: I nterfl uves
Landform position (two - dimensional): Summit
Landform position (three - dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from shale and siltstone and/
or mudstone and /or sandstone
Typical profile
A - 0 to 4 inches: fine sandy loam
H2 - 4 to 14 inches: clay loam
H3 - 14 to 35 inches: clay
H4 - 35 to 83 inches: sandy clay loam
R - 83 to 100 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low
to moderately low (0.00 to 0.06 in /hr)
Depth to water table: About 18 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 13.0
Available water storage in profile: Moderate (about 7.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Data Source Information
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
USDA Natural Resources Web Soil Survey rii/-uw/-u I,+
Conservation Service National Cooperative Soil Survey Page 3 of 3

Map Unit Description: Creedmoor sandy loam, 6 to 10 percent slopes, moderately eroded —Wake
County, North Carolina
Wake County, North Carolina
CrC2— Creedmoor sandy loam, 6 to 10 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 1vfx4
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Creedmoor, moderately eroded, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the
mapunit.
Description of Creedmoor, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two- dimensional): Backslope
Landform position (three - dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from shale and siltstone and/
or mudstone and /or sandstone
Typical profile
A - 0 to 4 inches: fine sandy loam
H2 - 4 to 14 inches: clay loam
H3 - 14 to 35 inches: clay
H4 - 35 to 83 inches: sandy clay loam
R - 83 to 100 inches: unweathered bedrock
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low
to moderately low (0.00 to 0.06 in /hr)
Depth to water table: About 18 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile 13.0
Available water storage in profile: Moderate (about 7.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
USDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: Creedmoor sandy loam, 6 to 10 percent slopes, moderately eroded —Wake
County, North Carolina
Hydrologic Soil Group: D
Data Source Information
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
USDA naturai ttesources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 2 of 2

Map Unit Description: Creedmoor sandy loam, 10 to 20 percent slopes —Wake County, North
Carolina
Wake County, North Carolina
CrE— Creedmoor sandy loam, 10 to 20 percent slopes
Map Unit Setting
National map unit symbol: 41zq
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period. 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Creedmoor and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the
mapunit.
Description of Creedmoor
Setting
Landform: Hillslopes on ridges
Landform position (two- dimensional): Backslope
Landform position (three - dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material. Residuum weathered from shale and siltstone and/
or mudstone and /or sandstone
Typical profile
A - 0 to 8 inches: sandy loam
H2 - 8 to 14 inches: clay loam
H3 - 14 to 35 inches: clay
H4 - 35 to 83 inches: sandy clay loam
R - 83 to 100 inches: unweathered bedrock
Properties and qualities
Slope: 10 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Hiah
Capacity of the most limiting layer to transmit water (Ksat): Very low
to moderately low (0.00 to 0.06 in /hr)
Depth to water table: About 18 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 13.0
Available water storage in profile: Moderate (about 7.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
USDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: Creedmoor sandy loam, 10 to 20 percent slopes —Wake County, North
Carolina
Hydrologic Soil Group: D
Data Source Information
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
USDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 2 of 2

Map Unit Description: White Store sandy loam, 2 to 6 percent slopes, moderately eroded - -Wake
County, North Carolina
Wake County, North Carolina
M132 —White Store sandy loam, 2 to 6 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol. 1vf7_7
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
White store, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the
mapunit.
Description of White Store, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two- dimensional): Summit
Landform position (three - dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material. Residuum weathered from mudstone and /or shale
and siltstone and /or sandstone
Typical profile
H1 - 0 to 4 inches: sandy loam
H2 - 4 to 35 inches: clay
H3 - 35 to 53 inches: clay loam
Cr - 53 to 80 inches: weathered bedrock
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: 40 to 72 inches to paralithic bedrock
Natural drainage class: Moderately well drained
°unof° class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low
to moderately low (0.00 to 0.06 in /hr)
Depth to water table: About 12 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 20.0
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
USDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: White Store sandy loam, 2 to 6 percent slopes, moderately eroded - -Wake
County, North Carolina
Hydrologic Soil Group: D
Data Source Information
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
usDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 2 of 2

Map Unit Description: White Store sandy loam, 6 to 10 percent slopes, moderately eroded —
Wake County, North Carolina
Wake County, North Carolina
WsU —White Store sandy loam, 6 to 10 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol. 1vfz8
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
White store, moderately eroded, and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the
mapunit.
Description of White Store, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two- dimensional): Shoulder, summit
Landform position (three - dimensional): Side slope
Down -slope shape: Concave
Across -slope shape: Convex
Parent material: Residuum weathered from mudstone and /or shale
and siltstone and /or sandstone
Typical profile
H1 - 0 to 4 inches: sandy loam
H2 - 4 to 35 inches: clay
H3 - 35 to 53 inches: clay loam
Cr- 53 to 80 inches: weathered bedrock
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: 40 to 72 inches to paralithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low
to moderately low (0.00 to 0.06 in /hr)
Depth to water table: About 12 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 20.0
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
u_sDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: White Store sandy loam, 6 to 10 percent slopes, moderately eroded —
Wake County, North Carolina
Hydrologic Soil Group: D
Data Source Information
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
USDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 2 of 2

Map Unit Description: White Store sandy loam, 10 to 20 percent slopes —Wake County, North
Carolina
Wake County, North Carolina
WsE —White Store sandy loam, 10 to 20 percent slopes
Map Unit Setting
National map unit symbol: 4m36
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
!White store and similar soils: 80 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the
mapunit.
Description of White Store
Setting
Landform: Hillslopes on ridges
Landform position (two- dimensional): Backslope
Landform position (three- dimensional): Side slope
Down -slope shape: Concave
Across -slope shape: Convex
Parent material: Residuum weathered from mudstone and /or shale
and siltstone and /or sandstone
Typical profile
H1 - 0 to 6 inches: sandy loam
H2 - 6 to 35 inches: clay
H3 - 35 to 53 inches: clay loam
Cr - 53 to 80 inches: weathered bedrock
Properties and qualities
Slope: 10 to 20 percent
Depth to restrictive feature: 40 to 72 inches to paralithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low
to moderately low (0.00 to 0.06 in /hr)
Depth to water table: About 12 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 20.0
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
USDA Natural Resources Web Soil Survey 11/20/ZU14
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: Worsham sandy loam, 0 to 3 percent slopes —Wake County, North
Carolina
Wake County, North Carolina
WyA— Worsham sandy loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 1vfxl
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Worsham, undrained, and similar soils: 80 percent
Worsham, drained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the
mapunit.
Description of Worsham, Undrained
Setting
Landform: Depressions
Landform position (two - dimensional): Footslope
Down -slope shape: Concave
Across -slope shape: Concave
Parent material. Alluvium and /or colluvium over saprolite derived
from granite and gneiss
Typical profile
A - 0 to 6 inches: loam
BA - 6 to 16 inches: clay loam
Bt - 16 to 45 inches: clay
BC - 45 to 80 inches: clay loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Medium
Capacity of the most limiting laver to transmit water (Ksat): Very low
to moderately low (0.00 to 0.06 in /hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classilcation (nonirrigated): 5w
Hydrologic Soil Group: D
USDA Natural Resources Web Soil Survey 11/20/2014
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: Worsham sandy loam, 0 to 3 percent slopes —Wake County, North
Carolina
Description of Worsham, Drained
Setting
Landform: Depressions
Landform position (two- dimensional): Footslope
Down -slope shape: Concave
Across -slope shape: Concave
Parent material. Alluvium and /or colluvium over saprolite derived
from granite and gneiss
Typical profile
A - 0 to 6 inches: loam
BA - 6 to 16 inches: clay loam
Bt - 16 to 45 inches: clay
BC - 45 to 80 inches: clay loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low
to moderately low (0.00 to 0.06 in /hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: D
Data Source Information
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
USDA Natural Resources Web Soil Survey 11/20/2014
lim Conservation Service National Cooperative Soil Survey Page 2 of 2

Hydraulic Grade Line Summary

Stillwater
Structure Summary (10 Year Event)
Gilleece and Associates
BY: DS 1/9/15
Structure
ID
Structure
Type
(Town
Standard
Rationa
I C
Rainfall
Intensity
Ho
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv. Out
(feet)
Rim
(feet)
HGL
(feet)
HGL
In
Pipe?
(Yes /No)
8
CB
0.75
7.2
0.63
3.41
3.41
290.77
295.73
291.42
Yes
7
CB
0.75
7.2
0.37
2.00
5.40
289.73
295.43
290.41
Yes
6
CB
0.75
7.1
0.30
1.60
6.95
286.43
291.58
287.02
Yes
5
CB
0.75
7.1
0.35
1.86
11.95
277.50
285.50
278.32
Yes
4
CB
0.75
7.0
0.25
1.32
13.21
272.48
279.59
273.83
Yes
3
2 -CB
0.75
6.9
0.33
1.72
14.75
271.52
276.55
272.70
Yes
2
2 -CB
0.75
6.9
0.15
0.78
16.86
268.76
276.55
269.77
Yes
9
CB 1
0.75
7.2
0.60
3.25
3.25
278.26
285.50
278.991
Yes
10
CB
0.75
7.2
0.26
1.41
1.41
272.18
276.98
272.65
Yes
28
CB
0.75
7.2
0.14
0.76
0.76
299.07
303.65
299.41
Yes
27
CB
0.75
7.1
0.21
1.11
1.85
298.63
303.38
299.17
Yes
26
CB
0.75
7.0
0.05
0.26
2.10
298.38
303.38
298.79
Yes
25
CB
0.75
6.9
0.10
0.52
2.60
296.14
301.14
296.76
Yes
24
CB
0.75
6.8
0.30
1.53
6.56
292.82
297.91
293.52
Yes
23
CB
0.75
6.7
0.13
0.66
15.27
290.32
297.02
291.73
Yes
22
CB
0.75
6.7
0.10
0.50
17.54
288.64
295.14
289.44
Yes
21
CB
0.5
6.7
0.00
0.00
17.42
277.00
285.01
278.14
Yes
29
CB
0.75
7.2
0.36
1.95
1.95
293.09
297.34
293.41
Yes
31
YI
0.75
7.2
1.10
5.96
5.96
297.25
302.00
298.24
Yes
30
CB
0.75
7.1
0.50
2.68
8.56
291.96
296.96
292.71
Yes
32
CB
0.75
7.2
0.49
2.65
2.65
293.33
298.33
293.96
Yes
37
CB
0.75
7.2
0.17
0.92
0.92
289.61
294.11
289.89
Yes
36
CB
0.75
6.7
0.15
0.75
30.22
285.59
294.40
287.46
Yes
35
CB
0.75
6.6
0.86
4.27
34.26
282.48
288.48
283.94
Yes
34
JB
0.5
6.6
0.00
0.00
34.08
280.32
285.00
281.34
Yes
40
CB
0.75
7.2
0.48
2.60
2.60
292.00
296.73
292.65
Yes
39
CB
0.75
6.8
0.21
1.07
29.13
290.50
296.23
292.34
Yes
38
JB
0.5
6.7
0.00
0.00
28.71
288.01
298.64
289.15
Yes
46
YI
0.75
7.2
1.60
8.66
8.66
298.96
301.00
299.85
Yes
45
CB
0.75
7.1
0.40
2.14
10.68
298.00
302.38
299.24
Yes
44
CB
0.75
7.1
0.39
2.08
12.73
297.50
302.40
298.71
Yes
43
CB
0.75
7.1
0.24
1.27
13.96
296.41
302.42
297.25
Yes
42
CB
0.75
6.8
0.08
0.41
25.67
295.50
302.01
297.28
Yes
41
CB
0.75
6.8
0.03
0.15
25.76
293.98
299.71
295.30
Yes
52
CB
0.75
7.2
0.40
2.17
2.17
303.12
307.40
304.17
Yes
51
CB
0.75
7.2
0.42
2.26
4.41
302.99
307.40
304.03
Yes
50
CB
0.75
7.1
0.47
2.50
6.85
302.64
306.60
303.85
Yes
49
CB
0.75
7.0
0.27
1.42
8.19
301.82
306.00
302.831
Yes
48
CB
0.75
6.9
0.26
1.35
9.44
298.52
305.94
299.33
Yes
47
CB
0.75
6.9
0.47
2.44
11.86
297.37
305.64
298.61
Yes

Stillwater
14trnrttnraa Rummary fln Ypar FvPntl
Gilleece and Associates
BY: DS 1/9/15
Structure
ID
Structure
Type
(Town
Standard
Rationa
I C
Rainfall
Intensity
i10
On/hr)
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet) I
Rim
(feet)
HGL
(feet)
HGL
In
Pipe?
(Yes /No)
10 YEAR
67
CB
0.75
7.2
0.49
2.65
2.65
284.01
289.02
284.71
Yes
66
CB
0.75
6.9
0.37
1.91
51.46
281.06
289.13
283.39
Yes
65
CB
0.75
6.8
0.31
1.59
77.58
271.94
280.87
275.38
Yes
64
CB
0.75
6.8
0.38
1.94
79.44
271.18
280.84
274.53
Yes
63
CB
0.5
6.8
0.00
0.00
79.34
270.68
279.59
273.46
Yes
61
JB
0.5
6.7
0.00
0.00
78.42
267.46
274.00
269.48
Yes
70A
JB
0.87
7.2
0.87
5.46
5.46
298.74
304.11
299.64
Yes
70
YI
0.75
7.0
0.40
2.10
25.03
295.70
301.73
297.03
Yes
69
CB
0.75
7.0
0.431
2.25
27.25
294.68
302.22
295.67
Yes
68
CB
0.75
6.9
0.051
0.26
47.27
291.45
299.32
292.72
Yes
72
CB
0.75
7.2
0.511
2.76
2.76
297.99
303.36
298.96
Yes
71
CB
0.75
7.0
0.52
2.73
17.72
297.11
302.98
298.63
Yes
78
CB
0.75
7.2
0.40
2.17
2.17
304.15
309.00
305.11
Yes
77
CB
0.75
7.2
0.40
2.15
4.30
304.00
309.00
304.84
Yes
76
CB
0.75
7.1
0.20
1.07
6.99
302.25
307.25
303.27
Yes
75
CB
0.75
7.1
2.00
10.59
17.52
299.25
303.20
300.76
Yes
74
YI
0.75
7.0
0.341
1.78
19.09
295.19
301.81
296.17
Yes
73
CB
0.75
7.0
0.20
1.04
20.10
293.20
301.82
294.72
Yes
79
CB
0.75
7.2
0.31
1.68
1.68
302.95
307.47
303.46
Yes
97
CB
0.75
7.2
0.45
2.44
2.44
305.64
310.96
306.88
Yes
96
CB
0.75
7.1
0.45
2.41
12.51
305.51
310.88
306.41
Yes
99
CB
0.75
7.2
1.04
5.63
5.63
310.63
316.00
311.54
Yes
98
YI
0.75
7.2
0.401
2.16
7.77
309.20
314.20
310.28
Yes
102
JB
0.5
7.2
0.00
0.00
25.00
282.50
292.00
284.20
Yes
10 year
88
CB
0.75
7.2
0.48
2.60
2.60
298.77
303.27
299.52
Yes
87
CB
0.75
7.2
0.50
2.69
5.28
298.27
303.27
298.92
Yes
86
CB
0.75
7.1
0.101
0.53
7.14
295.07
300.57
296.11
Yes
85
JB
0.5
7.0
0.00
0.00
7.06
292.32
298.32
293.35
Yes
84
CB
0.75
7.0
0.46
2.41
9.41
290.00
295.70
290.771
Yes
83
CB
0.75
6.9
0.25
1.30
28.56
274.41
292.83
275.43
Yes
82
CB
0.75
6.9
0.43
2.24
30.77
273.17
292.83
275.06
Yes
81
JB
0.5
6.9
0.00
0.00
30.45
268.50
283.00
269.90
Yes
90
CB
0.75
7.2
0.13
0.70
0.70
298.89
303.39
299.22
Yes
89
CB
0.75
7.2
0.13
0.70
1.40
298.39
303.39
298.85
Yes
93
CB
0.75
7.2
0.44
2.38
2.38
282.97
288.70
283.501
Yes
92
CB
0.75
7.1
0.48
2.57
17.35
281.13
288.21
282.18
Yes
91
CB
0.75
7.1
0.20
1.061
18.30
278.02
290.81
279.00
Yes
94
CB
0.75
7.2
0.32
1.73
1.73
285.63
290.13
285.99
Yes
95
YI
0.75
7.2
2.00
10.83
10.83
285.75
290.00
286.58
Yes

Stillwater
m n v- Car, +\
Gilleece and Associates
BY: DS 1/9/15
v vStructure
Structure
ID
Type
(Town
Standard
#)
Rationa
I C
Rainfall
Intensity
i10
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet) I
Rim
(feet)
HGL
(feet)
HGL
In
Pipe?
(Yes /No)
10 year
110
CB
0.75
7.2
0.40
2.17
2.17
302.52
307.89
303.65
Yes
109
CB
0.75
7.0
0.35
1.84
15.38
302.02
307.40
303.43
Yes
108
CB
0.75
6.9
0.48
2.49
17.72
300.29
305.64
301.81
Yes
107
CB
0.75
6.9
0.26
1.35
19.03
299.49
305.86
301.06
Yes
106
CB
0.75
6.9
0.07
0.36
19.33
298.40
303.77
299.45
Yes
105
CB
0.75
6.9
0.04
0.21
19.51
297.27
303.77
298.77
Yes
104
JB
0.5
6.8
0.00
0.00
19.40
295.51
302.01
297.00
Yes
103
CB
0.75
6.8
1.10
5.59
24.80
289.45
294.95
290.341
Yes
102
JB
0.5
6.7
0.00
0.00
24.57
283.00
287.00
284.15
Yes
116
YI
0.75
7.2
0.78
4.22
4.22
308.68
312.80
309.56
Yes
115
CB
0.75
7.2
0.35
1.89
6.11
308.27
312.91
309.43
Yes
114
CB
0.75
7.2
0.40
2.16
8.25
307.74
313.42
308.41
Yes
113
CB
0.75
7.2
0.13
0.70
8.93
305.72
311.091
307.02
Yes
112
CB
0.75
7.1
0.31
1.66
10.52
304.65
310.02
305.81
Yes
111
CB
0.75
7.1
0.21
1.11
11.57
303.58
308.95
304.80
Yes
10 year
BY5
YI
0.5
7.1
4.00
14.14
14.14
304.00
310.00
304.67
Yes
BY4
JB
0.5
7.1
0.00
0.00
14.13
289.09
303.95
290.44
Yes
BY 3
JB
0.5
7.1
0.00
0.00
14.10
287.41
301.00
288.76
Yes
BY 2
JB
0.5
7.0
0.00
0.00
14.08
285.43
305.00
286.57
Yes
124
CB
0.75
7.2
0.49
2.63
2.63
300.401
305.91
301.07
Yes

Stillwater
Structure Summary (25 Year Event)
Gilleece and Associates
BY: DS 1/9/15
Structure
ID
Structure
Type
(Town
Standard
#)
Rational C
Rainfall
Intensity
i25
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
Freeboard
To
Rim
8
CB
0.75
8.2
0.63
3.87
3.87
290.77
295.73
291.47
4.26
7
CB
0.75
8.2
0.37
2.27
.6.12
289.73
295.43
290.47
4.96
6
CB
0.75
8.1
0.30
1.82
7.87
286.43
291.58
287.07
4.51
5
CB
0.75
8.0
0.35
2.10
13.53
277.50
285.50
278.39
7.11
4
CB
0.75
8.0
0.25
1.49
14.95
272.48
279.59
274.00
5.59
3
2 -CB
0.75
7.8
0.33
1.94
16.65
271.52
276.55
272.79
3.75
2
2 -CB
0.75
7.8
0.15
0.88
19.03
268.76
276.55
269.84
6.70
9
CB
0.75
8.2
0.60
3.69
3.69
278.26
285.50
279.07
6.42
10 J
CB
0.75
8.2
0.26
1.60
1.60
272.181
276.98
272.68
4.30
28
CB
0.75
8.2
0.14
0.86
0.86
299.07
303.65
299.43
4.21
27
CB
0.75
8.0
0.21
1.26
2.09
298.63
303.38
299.20
4.17
26
CB
0.75
7.9
0.05
0.30
2.37
298.38
303.38
298.81
4.57
25
CB
0.75
7.8
0.10
0.59
2.94
296.14
301.14
296.80
4.35
24
CB
0.75
7.6
0.30
1.72
7.39
292.821
297.91
293.57
4.34
23
CB
0.75
7.6
0.13
0.74
17.19
290.321
297.02
291.81
5.21
22
CB
0.75
7.6
0.10
0.57
19.73
288.641
295.14
289.49
5.65
21
CB
0.5
7.5
0.00
0.00
19.59
277.00
285.01
278.23
6.78
29
CB
0.75
8.2
0.36
2.21
2.21
293.09
297.34
293.43
3.91
31
YI
0.75
8.2
1.10
6.76
6.76
297.25
302.00
298.30
3.70
30
CB
0.75
8.1
0.50
3.03
9.70
291.96
296.96
292.77
4.19
32
CB
0.75
8.2
0.49
3.01
3.01
293.33
298.33
294.03
4.30
37
CB
0.75
8.2
0.17
1.04
1.04
289.61
294.11
289.91
4.20
36
CB
0.75
7.5
0.15
0.84
34.01
285.59
294.40
287.57
6.82
35
CB
0.75
7.4
0.86
4.80
38.53
282.48
288.48
284.58
3.90
34
JB
0.5
7.4
0.00
0.00
38.23
280.32
285.00
281.41
3.59
40
CB
0.75
8.2
0.48
2.95
2.95
292.00
296.73
292.69
4.04
39
CB
0.75
7.6
0.21
1.20
32.82
290.50
296.23
292.45
3.78
38
JB
0.5
7.5
0.00
0.00
32.31
288.01
298.64
289.23
9.41
46
YI
0.75
8.2
1.60
9.83
9.83
298.64
301.00
300.11
0.89
45
CB
0.75
8.1
0.40
2.42
12.11
298.00
302.38
299.46
2.92
44
CB
0.75
8.1
0.39
2.36
14.43
297.50
302.40
298.95
3.45
43
CB
0.75
8.0
0.24
1.44
15.83
296.41
302.42
298.56
3.86
42
CB
0.75
7.7
0.08
0.46
28.94
295.50
302.01
297.35
4.67
41
CB
0.75
7.7
0.03
0.17
29.04
293.98
299.71
295.42
4.29
52
CB
0.75
8.2
0.40
2.46
2.46
303.12
307.40
304.39
3.01
51
CB
0.75
8.1
0.42
2.56
5.00
302.99
307.40
304.23
3.17
50
CB
0.75
8.0
0.47
2.82
7.75
302.64
306.60
304.01
2.59
49
CB
0.75
7.9
0.27
1.60
9.25
301.82
306.00
302.91
3.09
48
CB
0.75
7.8
0.26
1.52
10.66
298.52
305.941
299.39
6.55
47
CB
0.75
7.8
0.47
2.75
13.39
297.37
305.64
298.69
6.95

Stillwater
Gilleece and Associates
BY: DS 1/9/15
V X141 V�b1G Vuu
Structure
ID
Structure
Type
(Town
Standard
Rational C
Rainfall
Intensity
i25
in /hr
Drainage
Area
(acres)
Surface
Flow
Peak In
(cfs)
Total Flow
Peak Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
Freeboard
To
Rim
67
CB
0.75
8.2
0.49
3.01
3.01
284.01
289.02
284.77
4.25
66
CB
0.75
7.8
0.37
2.16
58.15
281.06
289.13
283.53
5.60
65
CB
0.75
7.7
0.31
1.79
84.39
271.94
280.87
275.96
4.92
64
CB
0.75
7.7
0.38
2.19
86.48
271.181
280.84
274.83
6.00
63
JB
0.5
7.7
0.00
0.00
86.37
270.681
279.59
273.57
6.02
61
JB
0.5
7.5
0.00
0.00
85.24
267.46
274.00
269.59
4.41
70A
JB
0.87
8.2
0.87
6.20
6.20
298.74
304.11
299.70
4.41
70
YI
0.75
7.9
0.40
2.37
28.34
295.70
301.73
297.53
4.19
69
CB
0.75
7.9
0.43
2.55
30.84
294.68
302.22
295.74
6.48
68
CB
0.75
7.8
0.05
0.29
53.44
291.45
299.32
292.82
6.50
72
CB
0.75
8.2
0.51
3.13
3.13
297.99
303.36
299.15
4.21
71
CB
0.75
7.9
0.52
3.10
20.06
297.11
302.98
298.72
4.26
78
CB
0.75
8.2
0.40
2.46
2.46
304.15
309.00
305.21
3.79
77
CB
0.75
8.1
0.40
2.44
4.87
304.00
309.00
304.90
4.10
76
CB
0.75
8.1
0.20
1.21
7.92
302.25
307.25
303.34
3.91
75
CB
0.75
8.0
2.00
11.99
19.84
299.25
303.20
300.85
2.35
74
YI
0.75
7.9
0.34
2.01
21.60
295.19
301.81
296.25
5.56
73
CB
0.75
7.9
0.20
1.18
22.73
293.20
301.82
294.82
7.00
79
CB
0.75
8.2
0.31
1.90
1.90
302.95
307.47
303.54
3.93
97
CB
0.75
8.2
0.45
2.76
2.76
305.64
310.96
307.32
3.64
96
CB
1 0.75
8.1
0.45
2.73
14.18
305.51
310.88
306.90
3.98
99
CB
0.75
8.2
1.04
6.39
6.39
310.63
316.00
311.61
4.39
98
YI
0.75
8.2
0.40
2.45
8.81
309.20
314.20
310.35
3.85
102
CB
0.5
8.2
0.00
0.00
25.00
282.50
292.00
284.20
7.80
88
CB
0.75
8.2
0.48
2.95
2.95
298.77
303.27
299.64
3.63
87
CB
0.75
8.1
0.50
3.05
5.99
298.27
303.27
298.97
4.30
86
CB
0.75
8.0
0.10
0.60
8.08
295.07
300.57
296.17
4.40
85
JB
0.5
7.9
0.00
0.00
7.99
292.32
298.32
293.42
4.91
84
CB
0.75
7.9
0.46
2.72
10.64
290.00
295.70
290.83
4.87
83
CB
0.75
7.8
0.25
1.47
32.27
274.41
292.83
275.50
17.33
82
CB
0.75
7.8
0.43
2.53
34.77
273.17
292.83
275.17
17.65
81
JB
0.5
7.7
0.00
0.00
34.38
268.50
283.00
270.02
12.98
90
CB
0.751
8.2
0.13
0.80
0.80
298.89
303.39
299.24
4.15
89
CB
0.75
8.1
0.13
0.79
1.59
298.39
303.39
298.89
4.50
93
CB
0.75
8.2
0.44
2.70
2.70
282.97
288.70
283.54
5.16
92
CB
0.75
8.1
0.48
2.91
19.66
281.13
288.21
282.26
5.95
91
CB
0.75
8.0
0.20
1.20
20.72
278.02
290.81
279.07
11.74
94
CB
0.75
8.2
0.32
1.97
1.97
285.63
290.13
286.02
4.11
95
YI
0.75
8.2
2.00
12.29
12.29
285.75
290.00
286.65
3.35

Stillwater
Gilleece and Associates
BY: DS 1/9/15
structure
um"iary kz
, Gal, -
11L
Structure
Rainfall
Drainage
Surface
Total Flow
Inv.Out
Rim
HGL
Freeboard
Type
Intensity
Area
Flow
Peak Out
Structure
(Town
Standard
Rational C
i25
Peak In
(cfs)
To
ID
#)
(acres)
(cfs)
Rim
in /hr
(feet)
(feet)
(feet)
110
CB
0.75
8.2
0.40
2.46
2.46
302.52
307.89
303.79
4.10
109
CB
0.75
8.0
0.35
2.09
17.48
302.02
307.40
303.53
3.87
108
CB
0.75
7.9
0.48
2.83
20.12
300.29
305.64
301.90
3.74
107
CB
0.75
7.8
0.26
1.53
21.60
299.491
305.86
301.15
4.71
106
CB
0.75
7.8
0.07
0.41
21.94
298.401
303.77
299.54
4.23
105
CB
0.75
7.8
0.04
0.23
22.14
297.271
303.77
298.87
4.90
104
JB
0.5
7.8
0.00
0.00
22.00
295.51
302.01
297.11
4.91
103
CB 1
0.75
7.7
1.10
6.33
28.10
289.45
294.95
291.26
3.69
102
JB
0.5
7.6
0.00
0.00
27.82
283.00
287.00
284.23
2.77
116
YI
0.75
8.2
0.78
4.79
4.79
308.68
312.80
311.25
1.55
115
CB
0.75
8.2
0.35
2.15
6.93
308.18
312.91
312.21
0.70
114
CB
0.75
8.2
0.40
2.45
9.35
307.74
313.42
312.96
0.46
113
CB
0.75
8.1
0.13
0.79
10.10
305.72
311.09
305.84
5.25
112
CB
0.75
8.1
0.31
1.89
11.98
304.65
310.02
305.89
4.13
111
CB
0.75
8.1
0.21
1.27
13.16
303.58
308.95
304.89
4.07
BY5
YI
0.5
7.8
4.00
15.61
15.61
304.001
310.00
304.70
5.30
BY4
JB
0.5
7.8
0.00
0.00
15.61
289.091
303.95
290.51
13.44
BY 3
JB
0.5
7.8
0.00
0.00
15.58
287.41
301.00
288.83
12.17
BY 2
JB
0.5
7.8
0.00
0.00
15.56
285.43
305.00
286.65
18.35
124
CB
0.75
8.0
0.49
2.91
2.91
300.40
305.91
301.13
4.78
123
CB
0.75
8.0
0.16
0.96
3.86
300.14
305.89
300.94
4.95
122
CB
0.9
7.9
0.18
1.26
5.12
298.95
304.10
299.87
4.23
121
CB
0.9
7.9
0.02
0.16
19.42
297.34
305.90
298.76
7.13
128
YI
0.5
8.0
0.50
2.00
2.00
310.75
315.00
311.31
3.69
127
CB
0.9
7.9
0.18
1.26
11.04
301.17
308.26
302.44
5.82
126
CB
0.9
7.9
0.18
1.26
12.29
300.15
308.26
301.47
6.78
125
CB
0.75
7.9
0.31
1.87
14.15
298-101
305.911
299.74
6.17
129
YI
1 0.75
8.01
1.31
7.81
7.81
303.351
306.851
303.891
2.96

Stillwater
Gilleece and Associates
Storm Drainage Piping
Summa
U.S.
D.S.
Pipe
Length
(feet)
28.11
Pipe
Slope
U.S.
D.S.
Q10
Q25
QOther
HGL�o
Pipe
Structure
ID
Structure
ID
(inches)
Inv.
Inv.
r°, 1, e
8
7
15.00
%
1.00
feet
290.77
feet
290.49
cfs
3.41
cfs
3.87
cfs
feet
291.42
6.95
7
6
148.85
15.00
2.08
289.73
286.63
5.40
6.12
290.41
10.06
6
5
153.19
15.00
5.50
286.43
278.00
6.95
7.87
287.02
16.34
5
4
117.54
18.00
3.85
277.50
272.98
11.95
13.53
278.32
22.22
4
3
152.44
24.00
0.50
272.48
271.72
13.21
14.95
273.83
17.23
3
2
26.00
24.00
1.00
271.52
271.26
14.75
16.65
272.70
24.40
2
1
58.50
24.00
2.15
268.76
267.50
16.86
19.03
269.77
35.81
9
5
25.62
15.00
1.01
278.26
278.00
3.25
3.69
278.99
7.02
10
2
53.58
15.00
4.52
272.18
269.76
1.41
1.60
272.65
14.82
28
27
88.78
15.00
0.50
299.07
298.63
0.76
0.86
299.41
4.93
27
26
49.32
15.00
0.49
298.63
298.38
1.85
2.09
299.17
4.90
26
25
96.61
15.00
2.06
298.38
296.39
2.10
2.37
298.79
9.99
25
24
150.82
18.00
2.14
296.14
292.91
2.60
2.94
296.76
16.59
24
23
87.27
18.00
2.01
292.82
291.07
6.56
7.39
293.52
16.04
23
22
44.46
24.00
3.78
290.32
288.64
15.27
17.19
291.73
47.44
22
21
213.15
24.00
5.37
288.64
277.20
17.54
19.73
289.44
56.53
21
20
164.54
24.00
1.52
277.00
274.50
17.42
19.59
278.14
30.08
29
22
64.71
15.00
4.48
293.09
290.19
1.95
2.21
293.41
14.75
31
30
124.67
15.00
4.04
297.25
292.21
5.96
6.76
298.24
14.01
30
23
33.20
18.00
2.68
291.96
291.07
8.56
9.70
292.71
18.55
32
24
26.39
15.00
0.64
293.33
293.16
2.65
3.01
293.96
5.59
37
36
26.58
15.00
1.73
289.61
289.15
0.92
1.04
289.89
9.17
36
35
115.01
30.00
2.70
285.59
282.48
30.22
34.01
287.46
72.73
35
34
127.72
30.00
1.69
282.48
280.32
34.26
38.53
283.94
57.56
34
33
32.49
30.00
5.60
280.32
278.50
34.08
38.23
281.34
104.71
40
39
26.12
15.00
1.91
292.00
291.50
2.60
2.95
292.65
9.64
39
38
205.51
30.00
1.11
290.50
288.21
29.13
32.82
292.34
46.70
38
36
82.19
30.00
2.70
288.01
285.79
28.71
32.31
289.15
72.71
46
45
128.70
18.00
0.75
298.96
298.00
8.66
9.83
299.85
10.25
45
44
33.27
18.00
1.50
298.00
297.50
10.68
12.11
299.24
13.89
44
43
42.85
18.00
2.54
297.50
296.41
12.73
14.43
298.71
18.05
43
42
26.22
18.00
1.57
296.41
296.00
13.96
15.83
297.25
14.20
42
41
41.99
24.00
3.14
295.50
294.18
25.67
28.94
297.28
43.26
41
39
136.87
24.00
2.18
293.98
291.00
25.76
29.04
295.30
36.00
52
51
25.88
15.00
0.50
303.12
302.99
2.17
2.46
304.17
4.94
51
50
69.56
18.00
0.50
302.99
302.64
4.41
5.00
304.03
8.04
50
49
113.97
18.00
0.50
302.64
302.07
6.85
7.75
303.85
8.01
49
48
119.92
24.00
0.50
301.82
301.22
8.19
9.25
302.83
17.26
48
47
26.07
18.00
2.49
298.52
297.87
9.44
10.66
299.33
17.89
47
42
88.72
24.00
2.00
297.37
295.60
11.86
13.39
298.61
34.47
NOTE:
Pipe 33 -341S O -RING PIPE
67
66
25.98
15.00
0.50
284.01
283.88
2.65
3.01
284.71
4.93
66
65
148.62
36.00
5.80
281.06
272.44
51.46
58.15
283.39
173.26
65
64
25.78
42.00
1.01
271.94
271.68
77.58
84.39
275.38
108.97
64
63
29.91
42.00
1.00
271.18
270.88
79.44
86.48
274.53
108.68
63
61
321.73
42.00
1.00
270.68
267.46
79.34
86.37
273.46
108.56
61
60
96.02
42.00
1.52
267.46
266.00
78.42
85.24
269.48
133.81
70A
70
109.82
18.00
2.18
298.74
296.35
5.46
6.20
299.64
16.71
70
69
26.09
24.00
1.99
295.70
295.18
25.03
28.34
297.03
34.45
115

Stillwater
Gilleece and Associates
Storm Drainage Piping
Summa
U.S.
D.S.
Pipe
Length
(feet)
Pipe
Diam.
Slope
U.S.
D.S.
Quo
Q25
QOther
HGLio
Pipe
Capacity
Structure
ID
Structure
ID
(inches)
Inv.
Inv.
Tc, 1, a
feet
feet
cfs )
(cfs)
(cfs)
(feet
69
68
46.54
30.00
4.00
294.68
292.82
27.25
30.84
295.67
88.44
68
66
197.81
30.00
5.00
291.45
281.56
47.27
53.44
292.72
98.92
72
71
28.53
15.00
1.33
297.99
297.61
2.76
3.13
298.96
8.02
71
70
46.68
24.00
2.70
297.11
295.85
17.72
20.06
298.63
40.09
78
77
30.93
15.00
0.50
304.15
304.00
2.17
2.46
305.11
4.93
77
76
54.98
15.00
3.19
304.00
302.25
4.30
4.87
304.84
12.44
76
75
72.86
18.00
3.54
302.25
299.67
6.99
7.92
303.27
21.30
75
74
150.20
24.00
2.50
299.25
295.49
17.52
19.84
300.76
38.61
74
73
49.72
24.00
3.00
295.19
293.70
19.09
21.60
296.17
42.24
73
68
62.63
30.00
2.00
293.20
291.95
20.10
22.73
294.72
62.50
79
76
50.72
15.00
0.99
302.95
302.45
1.68
1.90
303.46
6.94
97
96
25.92
15.00
0.50
305.64
305.51
2.44
2.76
306.88
4.93
96
71
251.28
18.00
3.14
305.51
297.61
12.51
14.18
306.41
20.09
99
98
30.10
18.00
4.75
310.63
309.20
5.63
6.39
311.54
24.69
98
96
83.47
18.00
4.42
309.20
305.51
7.77
8.81
310.28
23.82
102
65
272.36
30.00
3.51
282.50
272.94
25.00
25.00
284.20
82.89
88
87
25.95
15.00
1.93
298.77
298.27
2.60
2.95
299.52
9.68
87
86
92.09
15.00
2.39
298.27
296.07
5.28
5.99
298.92
10.77
86
85
111.29
18.00
2.47
295.07
292.32
7.14
8.08
296.11
17.82
85
84
70.81
18.00
3.28
292.32
290.00
7.06
7.99
293.35
20.51
84
83
103.98
18.00
2.89
290.00
287.00
9.41
10.64
290.77
19.24
83
82
25.91
30.00
4.01
274.41
273.37
28.56
32.27
275.43
88.62
82
81
152.21
30.00
3.00
273.17
268.60
30.77
34.77
275.06
76.66
81
80
133.21
30.00
1.50
268.50
266.50
30.45
34.38
269.90
54.21
90
89
26.64
15.00
1.89
298.89
298.39
0.70
0.80
299.22
9.58
89
86
42.63
15.00
7.77
298.39
295.07
1.40
1.59
298.85
19.43
93
92
26.37
15.00
0.99
282.97
282.71
2.38
2.70
283.50
6.92
92
91
130.40
24.00
2.00
281.13
278.52
17.35
19.66
282.18
34.52
91
83
75.85
24.00
2.83
278.02
275.87
18.30
20.72
279.00
41.08
94
92
125.79
15.00
2.16
285.63
282.91
1.73
1.97
285.99
10.24
95
92
116.93
18.00
3.03
285.75
282.21
10.83
12.29
286.58
19.71
110
109
26.14
15.00
1.91
302.52
302.02
2.17
2.46
303.65
9.62
109
108
120.59
24.00
1.14
302.02
300.64
15.38
17.48
303.43
26.10
108
107
30.12
24.00
1.99
300.29
299.69
17.72
20.12
301.81
34.44
107
106
44.67
24.00
2.33
299.49
298.45
19.03
21.60
301.06
37.23
106
105
25.90
24.00
2.43
298.40
297.77
19.33
21.94
299.45
38.05
105
104
70.02
30.00
2.51
297.27
295.51
19.51
22.14
298.77
70.14
104
103
106.79
30.00
5.67
295.51
289.45
19.40
22.00
297.00
105.39
103
102
131.31
30.00
4.91
289.45
283.00
24.80
28.10
290.34
98.08
102
101
26.08
30.00
1.92
283.00
282.50
24.57
27.82
284.15
61.25
116
115
12.24
15.00
3.35
308.68
308.27
4.22
4.79
309.56
14.10
115
114
27.01
15.00
1.00
308.27
308.04
6.11
6.93
309.43
6.99
114
113
41.46
18.00
3.59
307.74
306.25
8.25
9.35
308.41
21.48
113
112
81.25
18.00
0.70
305.72
305.15
8.93
10.10
307.02
9.45
112
111
64.01
24.00
1.67
304.65
303.58
10.52
11.98
305.81
31.52
111
109
106.76
24.00
1.46
303.58
302.02
11.57
13.16
304.80
29.45
914.37
'15

Stillwater
Gilleece and Associates
Storm Drainage Piping
Summa
U.S.
Structure
ID
BY5
D.S.
Structure
ID
BY 4
Pipe
Length
(feet)
113.15
Pipe
Diam.
(inches)
24.00
Slope
6.72
U.S.
Inv.
feet
304.00
D.S.
Inv.
feet )
296.40
Quo
Q25
Qothe�
HGLio
Pipe
Capacity
Tc, 1. a
(cfs)
14.14
(cfs
15.61
cfs feet
304.67
63.24
BY4
BY 3
167.76
24.00
1.00
289.09
287.41
14.13
15.61
290.44
24.42
BY 3
BY 2
131.78
24.00
1.50
287.41
285.43
14.10
15.58
288.76
29.91
BY 2
BY FES1
243.19
24.00
1.00
285.43
283.00
14.08
15.56
286.57
24.39
115

t0 O
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O r
N r
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C }
N m
U
N
N
CD
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C_
J
N N
N
N
N
N N
N
N N
N (p�
py� N
N N
N N
N (p�
N
N N
N
N
N N
N (/rye
yry (p�
N N
N N
(p� N
N
N N
N
N N
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Stillwater
Town of Apex
Gilleece and Associates
BY: DS 1/9/2015
Structure
Name
Pavement
Manning's
n
Pavement
Long Slope ( %)
Pavement Cross
Slope ( %)
Gutter Cross
Slope ( %)
Gutter Spread
(ft)
Comments
2
0.013
1.00
2.08
8.33
4.73
3
0.013
0.11
2.08
8.33
8.00
4
0.013
3.78
2.08
8.33
5.22
5
0.013
5.59
2.08
8.33
5.51
6
0.013
3.00
2.08
8.33
5.84
7
0.013
2.63
2.08
8.33
6.48
8
0.013
2.63
2.08
8.33
7.93
9
0.013
5.58
2.08
8.33
6.74
10
0.013
1.49
2.08
8.33
6.31
21
0.013
5.32
2.08
8.33
11.25
culdesac
22
0.013
5.00
2.08
8.33
3.52
23
0.013
2.86
2.08
8.33
7.92
24
0.013
1.18
2.08
8.33
6.96
25
0.013
2.61
2.08
8.33
3.97
26
0.013
2.08
2.08
8.33
3.20
27
0.013
2.07
2.08
8.33
5.48
28
0.013
1.75
2.08
8.33
4.99
29
0.013
1.02
2.08
8.33
7.66
30
0.013
1.60
2.08
8.33
7.96
31
N/A
32
0.013
1.50
2.08
8.33
7.99
35
0.013
3.00
2.08
8.33
9.25
culdesac
36
0.013
5.00
2.08
8.33
4.73
37
0.013
5.00
2.08
8.33
5.14
38
0.013
5.00
2.08
8.33
0.00
39
0.013
1.00
2.08
8.33
5.92
40
0.013
1.70
2.08
8.33
7.24
41
0.013
3.72
2.08
8.33
1.63
42
0.013
3.72
2.08
8.33
3.11
43
0.013
3.72
2.08
8.33
7.35
44
0.013
3.72
2.08
8.33
7.46
45
0.013
3.72
2.08
8.33
7.55
46
0.013
3.72
2.08
8.33
6.00
47
0.013
1.71
2.08
8.33
7.23
48
0.013
1.70
2.08
8.33
6.82
49
0.013
1.50
2.08
8.33
7.00
50
0.013
1.70
2.08
8.33
7.10
51
0.013
1.70
2.08
8.33
6.70
52
0.013
1.60
2.08
8.33
6.78
64
0.013
3.79
2.08
8.33
6.11
65
0.013
3.79
2.08
8.33
5.66
66
0.013
5.56
2.08
8.33
5.63
67
0.013
5.56
2.07
8.33
6.27
68
0.013
4.67
2.08
8.33
2.74
69
0.0131
4.67
2.08
8.33
6.15

Stillwater
Town of Apex
Gilleece and Associates
BY: DS 1/9/2015
Structure
Name
Pavement
Manning's
n
Pavement
Long Slope ( %)
Pavement Cross
Slope (%)
Gutter Cross
Slope ( %)
Gutter Spread
(ft)
Comments
70
0.013
3.14
2.08
8.33
6.45
71
0.013
3.14
2.08
8.33
7.12
72
0.013
3.14
2.08
8.33
7.07
73
0.013
3.00
2.08
8.33
5.02
74
0.013
3.14
2.08
8.33
6.07
75
N/A
76
0.013
1.50
2.08
8.33
5.35
77
0.013
1.60
2.08
8.33
7.32
78
0.013
1.70
2.08
8.33
7.24
79
0.013
1.50
2.08
8.33
6.73
82
0.013
2.55
2.08
8.33
6.89
83
0.013
2.55
2.08
8.33
5.62
84
0.013
2.55
2.08
8.33
7.07
85
0.013
2.55
2.08
8.33
0.00
86
0.013
2.55
2.08
8.33
3.99
87
0.013
3.07
2.08
8.33
7.04
88
0.013
3.07
2.08
8.33
6.94
89
0.013
3.07
2.08
8.33
5.62
90
0.013
3.87
2.08
8.33
4.07
91
0.013
1.00
2.08
8.33
6.16
92
0.013
1.70
2.08
8.33
7.75
93
0.013
1.70
2.08
8.33
7.50
94
0.013
2.00
2.08
8.33
6.46
95
0.013
0.49
2.08
8.33
4.82
96
0.013
3.14
2.08
8.33
6.74
97
0.013
3.14
2.08
8.33
6.74
98
0.013
3.14
2.08
8.33
6.45
99
N/A
103
0.013
5.00
2.08
8.33
10.10
CUL DE SAC
104
0.013
3.76
2.08
8.33
0.00
105
0.013
3.87
2.08
8.33
1.96
106
0.013
3.87
2.08
8.33
2.85
107
0.013
2.69
2.08
8.33
6.82
108
0.013
2.69
2.08
8.33
6.50
109
0.013
2.69
2.08
8.33
7.88
110
0.013
2.69
2.08
8.33
7.84
111
0.013
2.69
2.08
8.33
5.92
112
0.013
2.69
2.08
8.33
7.67
113
0.013
2.69
2.08
8.33
4.30
114
0.013
2.10
2.08
8.33
7.95
115
0.013
3.50
2.08
8.33
7.98
116
N/A
70A
N/A

Stillwater
Town of Apex
Gilleece and Associates
BY: DS 1/9/2015
Structure
Name
Pavement
Manning's
n
Pavement
Long Slope ( %)
Pavement Cross
Slope ( %)
Gutter Cross
Slope ( %)
Gutter Spread
(ft)
Comments
124
0.013
1.95
2.08
8.33
7.53
123
0.013
1.95
2.08
8.33
4.97
122
0.013
2.01
2.08
8.33
5.47
129
N/A
128
N/A
127
0.013
1.34
2.08
8.33
5.92
126
0.013
2.15
2.08
8.33
5.42
125
0.013
1.96
2.08
8.33
6.39
121
0.013
1.97
2.08
8.33
2.56

Sediment Pond Calculations

SEDIMENT BASINS
Project: Stillwater
Date: 1/5/2015
BASIN
DRAINAGE
DENUDED
VOLUME
SURFACE
SIZE
WEIR
VOLUME
Q25
Skimmer
10.20
AREA
AREA
READ.*
kREA REQ
(W' x L' x D')
LENGTH
Provided
CFS
/Orifice
2
(AC)
9.60
(AC)
9.60
(CF)
34560
(SF)*
8785
24
(FT.)
10
(CF)
10.90
Size(IN)
W P #2
105 x 210 x 3
81100
20.2
2.5/2.25
W P#4
8.33
7.35
26446
7620
105 x 210 x 3
10
77100
17.5
2.5/2
TST #5
10.34
9.25
33300
9422
105 x 210 x 3
10
54150
21.6
2.5/2.25
W P #6
5.09
3.54
12726
4656
50 x 100 x 3
6
43236
10.7
2/1.5
W P #7
21.20
12.44
44696
19393
105 x 210 x 3
10
158500
44.5
6/2.25
TST #10
4.20
3.80
12960
3842
50 x 100 x 3
6
13750
8.8
2/1.5
*PER NC SEDIMENTATION AND EROSION CONTROL MANUAL ANU UUU13LLU I U WOU Ul- I-UK VULUMt
Project: Stillwater
Date: 1/5/20015
OUTLET
NO.
PIPE DIA.
(IN.)
VELOCITY I ZONE
10 YR (FPS)
STONE
SIZE
STONE
CLASS
WIDTH
(FT.)*
LENGTH
(FT.)
DEPTH
(IN.)
1
24
10.20
2
15
B
6
12
24
20
24
10.50
2
15
B
6
12
24
33
30
10.90
2
17
B
7.5
15
24
60
42
7.40
2
8
B
10.5
21
24
80
30
10.20
2
15
B
6
12
24
101
30
11.60
3
19
1
7.5
15
36
FES BY1
24
7.20
2
8
B
6
12
24
120
24
10.50
2
15
B
6
12
24
OS2
30
7.50
2
8
B
7.5
15
24.
OS4
24
7.20
2
8
B
6
12
24
OS5
30
7.50
2
8
B
7.5
15
24
OS6
24
7.20
2
8
B
6
12
24
OS7
48
7.50
2
8
B
10.5
20
24
*Downstream width, use 3 x pipe diameter upstream.
Z: \Jobs \20000Wpex Ragan Road \Documents\ Reports \Stormdrainage \Stillwater Erosion Control Table.xls Page 1

Temporary Sediment Basin TST #1 WP #1
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
16380 Required Volume ft3
8782 Required Surface Area ft2
66.3 Suggested Width ft
132.5 Suggested Length ft
N" It0" Trial Top Width at Spillway Invert ft
2IA Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
5 Trial Depth ft (2 to 13 feet above grade)
75 Bottom Width ft
180 Bottom Length ft
13500 Bottom Area ft2
88125 Actual Volume ft3 Okay
22050 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
� Skimmer Size (inches)
0.208 Head on Skimmer (feet)
Orifice Size (1/4 inch increments)
3.07 Dewatering Time (days)
Suggest about 3 days

Stillwater
TST #1 / W P #1
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
User entry
Calculated Value
Gilleece and Associates
BY: DS
11/21/14

Stillwater
TST #2 / W P #2
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
vx. User entry
Calculated Value
Gilleece and Associates
BY: DS
11/21/14

Temporary Sediment Basin TST #2 WP #2
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
17280 Required Volume ft3
8782 Required Surface Area ft2
66.3 Suggested Width ft
132.5 Suggested Length ft
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
� Skimmer Size (inches)
0.208 Head on Skimmer (feet)
1°25 Orifice Size (1/4 inch increments)
3.24 Dewatering Time (days)
Suggest about 3 days

Stillwater
TST #3 / W P #3
Selection of Sediment Control Measure
9 8 Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
�� User entry
Calculated Value
Gilleece and Associates
BY: DS
11/21/14

Temporary Sediment Basin TST #3 WP #3
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
17784 Required Volume ft3
9056 Required Surface Area ft2
67.3 Suggested Width ft
134.6 Suggested Length ft
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches)
0.208 Head on Skimmer (feet)
225 Orifice Size (1/4 inch increments)
3.33 Dewatering Time (days)
Suggest about 3 days

Temporary Sediment Basin TST #4 WP #4
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
13223.14 Required Volume ft3
7620 Required Surface Area ft2
61.7 Suggested Width ft
123.4 Suggested Length ft
Trial Top Width at Spillway Invert ft
Q. Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 13 feet above grade)
75 Bottom Width ft
180 Bottom Length ft
13500 Bottom Area ft2
88125 Actual Volume ft3 Okay
22050 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
2 5` Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2 Orifice Size (1/4 inch increments)
3.14 Dewaterin Time (days) llailffill� Suggest about 3 days

Stillwater
TST#4 / W P#4
Selection of Sediment Control Measure
°8e33 Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
User entry
Calculated Value
Gilleece and Associates
BY: DS
11/21/14

Stillwater
TST #5i
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
�.v User entry
f
Calculated Value
Gilleece and Associates
BY: DS
11/21/14

Temporary Sediment Basin TST #5
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
16650 Required Volume ft3
9422 Required Surface Area ft2
68.6 Suggested Width ft
137.3 Suggested Length ft
WIN70 Trial Top Width at Spillway Invert ft
Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
A Trial Depth ft (2 to 13 feet above grade)
46 Bottom Width ft
116 Bottom Length ft
5336 Bottom Area ft2
29888 Actual Volume ft3 Okay
9800 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
°# 25 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
�225Orifice Size (1/4 inch increments)
3.12 Dewatering Time (days)
Suggest about 3 days

Stillwater
TST #6 / W P #6
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
€µ User entry
t.
Calculated Value
Gilleece and Associates
BY: DS
11/21/14

Temporary Sediment Basin TST #6 WP #6
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
6363.636 Required Volume ft3
4656 Required Surface Area ft2
48.3 Suggested Width ft
96.5 Suggested Length ft
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
m Skimmer Size (inches)
0.167 Head on Skimmer (feet)
1Orifice Size (1/4 inch increments)
3.00 Dewatering Time (days)
Suggest about 3 days

Stillwater
TST #7 / W P #7
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Skimmer Sediment Basin
Okay Temporary Sediment Basin
4 Disturbed Area (Acres)
44:52 Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
User entry
Calculated Value
Gilleece and Associates
BY: DS
11/21/14

Temporary Sediment Basin
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
22388.43 Required Volume ft3
19393 Required Surface Area ft2
98.5 Suggested Width ft
196.9 Suggested Length ft
: Trial Top Width at Spillway Invert ft
Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
JJ5
Trial Depth ft (2 to 13 feet above
grade)
75 Bottom Width ft
180 Bottom Length ft
13500 Bottom Area ft2
88125 Actual Volume ft3 Okay
22050 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
6 Skimmer Size (inches)
SkimerSize
0.417 Head on Skimmer (feet)
005, )
25' Orifice Size (1/4 inch increments)
IN
2.96 Dewatering Time (days)
�� 2
Suggest about 3 days
111641ME M-05

Stillwater
TST #8 / W P #8
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
..: User entry
Calculated Value
Gilleece and Associates
BY: DS
11/21/14

Temporary Sediment Basin TST #8 WP #8
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
21185.21 Required Volume ft3
19393 Required Surface Area ft2
98.5 Suggested Width ft
196.9 Suggested Length ft
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
6 Skimmer Size (inches)
0.417 Head on Skimmer (feet)
25 Orifice Size (1/4 inch increments)
2.81 Dewatering Time (days)
Suggest about 3 days

Stillwater
TST #10
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
r :::= User entry
Calculated Value
Gilleece and Associates
BY: DS
1/8/15

Temporary Sediment Basin TST #10
Okay
Disturbed Area (Acres)
Peak Flow from 25 -year Storm (cfs)
6840 Required Volume ft3
3842 Required Surface Area ft2
43.8 Suggested Width ft
87.7 Suggested Length ft
� Trial Top Width at Spillway Invert ft
t00 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
f Trial Depth ft (2 to 13 feet above grade)
26 Bottom Width ft
76 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
,42 Skimmer Size (inches)
0.167 Head on Skimmer (feet)
��Orifice Size (1/4 inch increments)
3.22 Dewatering Time (days)
Suggest about 3 days

Riprap Outlet Protection Calculations

SEDIMENT BASINS
Project: Stillwater
Date: 1/5/2015
BASIN
DRAINAGE
DENUDED
VOLUME
SURFACE
SIZE
WEIR
VOLUME
Q25
Skimmer
10.20
AREA
AREA
REQD.*
kREA REQ
(W' x L' x D')
LENGTH
Provided
CFS
/Orifice
2
(AC)
9.60
(AC)
9.60
(CF)
34560
(SF)*
8785
24
(FT.)
10
(CF)
10.90
Size(IN)
W P #2
105 x 210 x 3
81100
20.2
2.5/2.25
W P#4
8.33
7.35
26446
7620
105 x 210 x 3
10
77100
17.5
2.5/2
TST #5
10.34
9.25
33300
9422
105 x 210 x 3
10
54150
21.6
2.5/2.25
W P #6
5.09
3.54
12726
4656
50 x 100 x 3
6
43236
10.7
2/1.5
W P #7
21.20
12.44
44696
19393
105 x 210 x 3
10
158500
44.5
6/2.25
TST #10
4.20
3.80
12960
3842
50 x 100 x 3
6
13750
8.8
2/1.5
*PER NC SEDIMENTATION AND EROSION CONTROL MANUAL AND DOUBLED TO 3600 CF FOR VOLUME
IN . ._. ..0
Project: Stillwater
Date: 1/5/20015
OUTLET
NO.
PIPE DIA.
(IN.)
VELOCITY I ZONE
10 YR (FPS)
STONE
SIZE
STONE
CLASS
WIDTH
(FT.)*
LENGTH
(FT.)
DEPTH
(IN.)
1
24
10.20
2
15
B
6
12
24
20
24
10.50
2
15
B
6
12
24
33
30
10.90
2
17
B
7.5
15
24
60
42
7.40
2
8
B
10.5
21
24
80
30
10.20
2
15
B
6
12
24
101
30
11.60
3
19
1
7.5
15
36
FES BY1
24
7.20
2
8
B
6
12
24
120
24
10.50
2
15
B
6
12
24
OS2
30
7.50
2
8
B
7.5
15
24
OS4
24
7.20
2
8
B
6
12
24
OS5
30
7.50
2
8
B
7.5
15
24
OS6
24
7.20
2
8
B
6
12
24
OS7
48
7.50
2
8
B
10.5
20
24
*Downstream width, use 3 x pipe diameter upstream.
Z: \Jobs \20000Wpex Ragan Road\ Documents \Reports \Stormdrainage \Stillwater Erosion Control Table.xls Page 1

(Source: B.uil: mrd channel llama procedures '. \etr }'orl: Depamt :en; of
Transportation- Division of Design and Construction- 1971.)
Guide to Color Key: jUserinputData I Calculated Value JlReferenceD ata
Designed By: OAS Date: 11/30/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. FES #1
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) C'ompste flow velocity h at culvert or paved channel ostler.
.Step') For pipe culverts Da 1< diameter.
For pipe arch. arch and box culverts, and paved channel outlets.
D� = Ao .ehere -k.. = cross - sectional area of How at outlet.
For multiple culverts, use D, = 1 25 x D� of single culvert
Velocity (ft/s) 10.2
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2
NOTE 1: If opening type is anything other than "Pipe Culvert', Da k
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Do of single culvert
Step 3) For apron zrades of 10 °, or steeper, use reconuuendations
For next luaber zone. tZones 1 through ti)_
Zone 2 Figure 8.06c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 12 Figure 6.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use figure S.06. e0 to dewinui e unaxllntun stone size (e.g- for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 15 Figure 8.06e
Step 2. Use fisirre 8.06. f0 to deierrllnle acceptable eize range for Stolle
(for 12 FPS it is I' - > -: QG Ibs. for 7=1 o of stone. and the
nmxlmtmi
and ttwumutn raltge nt wetnht should be 25- 00 lbs.).
NOTE: In detennnune chalmel velocities for stone linings and
revetment.
use Fite foliot%'nlg coefficients O1 roltElulesi:
Diameter %fanvune s \Fin. :'rickl
:ess
i inches} °n' of lltullg
(ruches)
Fine 3 0.031 9
12
Licht 6 0.035 13
IE
Dieclntm 13 0.040 13
24
Heavv _o 0.ua4 30
36
!C4.c:: >Is)
(Di „mater.)
Min. & max range of stones (lbs) 25 -250
Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -250
Figure 8.05f

(Source: 'Bank and channel IuimC pracedtue> less York Depanntent of
Trwisponation. Diviiaon o_'Desien :uid Constniction. 19? l.)
Guide to Color Key: jUserinputData I Calculated Value IReferenceD ata
Designed By: DAs Date: 11/30/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. FES #20
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1 ) Compute floe velacitc' �� ar culven ar paved ci;annel outlet.
.Step') For pipe cul,eits D� is diameter.
For pipe arch. arch and box culverts. uid paged channel outlets.
Da =A, where A. = crois- sectional area of Aon• it outlet.
For nnrttiple culverts, use D = 1 25 s D� of tingle culvert
Velocity (ft/s) 10.5
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2
NOTE 1: If opening type is anything other than "Pipe Culvert', Do k
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D.-1.25 x Do of single culvert.
Step 3) For apion grades of 10 or steeper, use teconnnendations
For ne.7 ltielser zone. {Zones I through o).
Zone 2 Figure 8.06c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 12 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use fimne 8.06. e0 to deteinnne matimnun ,tone size (e e. for 12
Fps ='0" or 550 lbs.
Max. stone size (in.) 15 Figure 8.06e
Step'_. L'se fimtue S CW f❑ ra deiennme acceptable size ranee for srone
(sr 1 _' FPS it is 12S -500 lbs. for ?='b of stone. and the marinnmi
and mmununt iauQe iii wet ?ht should be 25- X00 lb4j.
NOTE: In deter nimnc climmel velocities for none Intui_es and reveut:eut.
use the following coefficients of rouglutess:
Diameter Mainline S
\tin. thicimess
lunches) '11-
of lutute_
(Itches)
Fine 3 0.031
9
1' —
Li2ht 6 0.035
1'
18
I.Iedlim 13 0.040
1S
24
i=eavy 23 0.044
30
36
!Cln::nek)
(Dfsclate:ri
Min. & max range of stones (Ibs)
25 -250
Figure 8.05f
Weight range of 75% of stones (Ibs)
50 -250
Figure 8.05f

(Source: �Banl: and chumel Ivtut2 ptocedttres '. \e}c i'orF: Depanu:ent of
Trulspomtion- Division of Desi vn attd C'onstntction. !9-,l-)
Guide to Color Key: JUser Input Data lCalculated Value lReference Data
Designed By: DAs Date: 11130/2014
checked By: Date:
company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. FES #33
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute tlmv velociry V. at culven or pared channel oatier.
.Step 2) For pipe cuh-erts Da is diauleref.
For pipe arch. arch and box culverrs. and paved channel outlets.
Do = Aa tyhere A. = cross- aecttoual area of Hoty at outlet.
For multiple culcerrs, ttse 13 . = I 25 x D� of single eul:'eri.
Velocity (ft/s) 10.9
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type is anything other than "Pipe Culvert', Do Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D.-1 .25 x Da of single culvert.
Step 3) For apron ender of 100, or steeper. use recennnendmions
For next higher zone. (Zones I titrotteh 6).
Zone 2 Fiqure 8.06c
Will apron have >1 =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 15 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use figure S.06. ee ro deterune maxmumm stone size (e.g. for 12
Fps = 20' or 550 lbs.
Max. stone size (in.) 17 Figure 8.06e
Step ' Use 6Due £ r16.© to deter ime acceptable size ridge for stone
(for I1 FPS it is 125 -709 lbs, for 75% of stone. and dre maximum
and ntmmnnn Huge in tyelght should be ?5 -SQO lbs.).
N'OTE: In determinmv channel velocities for stone nuunvs and
revemrent.
use the folloll'lltg coefficients of rouzhltesv
Diameter Itlatuunv s \fim thickness
inichei) "d" of Iutinc
(urches)
Fine 3 Q031 9
1?
Light 6 0.03- 11
is
I'lednini 13 0.040 1£
24
Heavy _- 0.O44 30
36
Min. & max range of stones (Ibs) 25 -250
Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -250
Figure 8.05f

DESIGN
OF RIPRAP
OUTLET
PROTECTION
for stone hnuigs and
New
York DOT
Dissipator;Method
For Use
in Defined Channels .
('Source: - Bank and charnel lining procedure's -- Netr York Deparrnient of
Transponatiou_ Diri>ion o Design and Constniction. 19%1-)
Guide to Color Key: jUserinputData I Calculated Value IReferenceData
Designed By: DAs Date: 11/30/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (CitylTown) Apex
Culvert Id. FES #60
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 7 i Cmupute 171M Velocir7 to at ath'ea nr pared channel cruder.
Step 3) For pipe culverts D� is diameter.
For pipe arch. arch and'uox cut•; ens. and pared chancel outlets.
D, = A. where A. = cross- sectional area of flow at outlet.
For multiple ctilrens. use D = 1 25 x D� of single ntiven.
Velocity (ft/s) 7.35
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 3.5
NOTE 1: If opening type is anything other than "Pipe Culvert", Do A,
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Do or single culvert.
Step 3) For apron grades of 1fla, or Steeper, use recenituenrtations
For next higher zone. tZones t rhrough 6).
Zone 2 Figure 8.06c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 21 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use tigttre S.06. Fe Ito deterrne maxunruu stone size (e.g. for 12
Fps = 20" cr 5,,0 lbs.
Max. stone size (in.) 8 Figure 8.06e
Step 2. Use fl -mite SA16.0 ro dete r:uue acceptable size ranee for stone
(for 12 FPS it is T'> -=00 lbs. for 75', of stone_ aid the maximum
and nnnuiuun range ni tcei�llt should be 25-500 lbs.).
NOTE: In deienniiunF rhaitnel velocities
for stone hnuigs and
rep: etnwir,
use the follotcure coefficients of roucluiess:
Diameter Itfamin2
S Min. thickness
Finches) "it'
Of Initln2
(inches",
Fine .5 0.631
9
1'
Light 6 0.03:
12
IS
hIedmm 13 0.940
18
'-1
Hesvt, _'3 0.044
34
36
flLssel:;
tDi;:a�a:c;:
Min. & max range of stones (lbs)
25 -150
Figure 8.05f
Weight range of 75% of stones (lbs)
50 -150
Figure 8.05f

New York DOT Dissipator Method For Use in Defined Channels
(Source: "Bank and channel lining procedures -, New York Department of
Transportation. Division of Design and Construction, 1971.)
Guide to Color Key: JUser Input Data Calculated Value Reference %Data
Designed By: DAs 4Date- 11/30/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES.
Project Name: Stillwater
Project No.: 20000.25
Site Location (City/Town) I Apex
Culvert Id. I I I FES 980
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity a at culvert or paved charnel outlet.
Step 2) For pipe culverts Da is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do =Aa where A. = cross - sectional area of flow at outlet.
For multiple culverts, use D. = 1,25 x D. of single culvert.
Velocity (ft/s) 10.2
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type Is anything other than "Pipe Culvert", Do =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Do of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 Figure 8 05c
Will apron have >/ =10°/ grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone In Figure 8.06d to
determine apron length.
Apron length (ft) 15 F gure 8 06tl
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 8.06. Fe I to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 15 Fioure
Step 2. Use figure 8.06. ff to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75 11 0 of stone, and the maximum
and minimum range in weight should be 25 -500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of rouglutess:
Diameter Mamung's \Sin. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Ioiedium 13 0.040 18 24
Heavy 23 0.044 30 36
(Chan h) (Du%apato ,n)
Min. & max range of stones (Ibs) 25 -250 Fioure 8.0 '
Weight range of 75% of stones (Ibs) 50 -250 Figure 8 05f

(Source:'Ban1: and chmtnel Intvt, procedure'. \etc Park Deparntenr of
Trxtispenahrm_ Divisioss of Design utd Canstrvctiart 1971.)
Guide to Color Key: User Input Data Calculated Value IReferenceD ata
designed By: DAs Date: 11/3012014
checked By: Date:
-Ompany: GILLEECE & ASSOCIATES
project Name: Stillwater
3roject No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. FES #101
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1.) C011113: rte flow celociry lt;, at nilverr or paced channel antler
Step 2) For pipe culvers D. n diauterer.
For pipe arch. arch and box cul-ers. and paced charusel outlets.
D� = Ao :ehere A. = cross - sectional area of floe- at outlet.
For ntuhiple culvert;. use D, = 1.25 x D. of single culvert.
Velocity (ft/s) 11.6
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type is anything other than "Pipe Culvert', Do k
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x D. of single culvert.
Srep 31 For apron vrades of 100. or steeper, use iecomuienrLitions
For next higher zone. tZoues 1 rhrotwh 6).
Zone 3 Figure 8.06c
Will apron have >1 =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 15 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. tine figure 8.06. e0 to detenume ina:arntnn srone size (e._. far I?
Fps = Y or 550 lbs.
Max. stone size (in.) 19 Figure 8.06e
Step 2. Use ngute 9.116.Q to deienvme acceptable size range for srone
(-,or 1_ FPS it is 1'S- 00 Its. for 75'0 of stone. arct the nraxtvurm
and rnuuntum sure yr welght should be 25 -700 lbs.).
N'OT'E: In detern imng channel celonlies for stone bumps and revennent.
use the toilmaute coefficients of rou=lmess:
Diameter Ittarmutg s Min. thida:ess
I uicheO n" of (niches)
Fines 0.031 9 1'
Licht 6 0.033 1' 18
Medium 13 0.0.70 Is ?-f
Heacv _. 0.044 30 36
;Chv_:ekl (Dic.errater;i
Min. & max range of stones (Ibs) 25-400 Figure 8.05f
Weight range of 75% of stones (lbs) 100 -400 Figure 8.05f

DESIGN OF
RIPRAP OUTLET
PROTECTION
New York DOT
Dissipator' >Method
For Use
in Defined Channels
(Source: `Bank and channel lining procedures ", New York Department of
Transportation, Division of Design and Construction, 1971.)
Guide to Color Key: JUser Input Data Calculated Value Reference Data
Designed By: DAS Date: 1/9/2015
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25•
Site Location (City/Town) ?Apex
Culvert Id. BY FES1
Estimation of Stone Size and Dimensions For Culvert Aprons
Slept) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Da is diameter.
For pipe arch, arch and box culverts. and paved channel outlets,
D. =A. where A_ = cross - sectional area of flow at outlet.
For multiple culverts, use Da = 1.25 x Do of single culvert.
Velocity (ft/s) 7.2
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2
NOTE 1: If opening type Is anything other than Pipe Culvert", Da =Ao
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Do of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 Figure 8 05c
Will apron have >/ =10 % grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone In Figure 8.06d to
determine apron length.
Apron length (ft) 12 Ftgure 8 O6d 'w, _ .
Determination of Stone Sizes For Dumped Stone Channel Lininas and
Revetments
Step 1. Use figure 9.06.E] to determine maminum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 8
Step 2. Use figure 8.06. fl to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75 °1 0 of stone, and the maximum
and minimum range in weight should be 25 -500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment.
use the following coefficients of roughness:
Diameter Manuin_g's N -1m. thickness
(inches) °n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 is 24
Heavy 23 0.044 30 36
(Channels) (Di —pm..)
Min. & max range of stones (lbs) 25 -150 Figure" 8 05,f
Weight range of 75% of stones (Ibs) 50 -150 'Fi urq e 8 05f

(Source: "Hali;and channelIv-uteprocedures'. \ew York Denarrnetlr of
Truupertadeu. Divisieu of Desi¢a utd Cansintciiatl. ! 571: i
Guide to Color Key: jUserinputData i Calculated Value jftferenceData
)esigned By: DAs Date: 11/30/2014
checked By: Date:
,ompany: GILLEECE & ASSOCIATES
'roject Name: Stillwater
oroject No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. OS1 FES
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute &w velocity V. at culvert or pared channel antler.
.Step-') For pipe cul•; erts Do 15 diantrter.
For pipe arch. arch and'uox culvert=_. and payed channel outlets.
D, =A, where A. = cross - sectional area of flow at outlet.
For nnlltiple ndvertS, use D; = 1 25 x D� of single cul;-ert.
Velocity (ft/s) 7.5
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type is anything other than "Pipe Culvert', Do k
(Cross - sectional area of flow at outet).
NOTE 2: If multiple openings, D.=1.25 x D. of single culvert.
Step 3) For sprat :rides a: S 0° ar steeper. use rrceuuuendations
For next higher zone. t Zones l throueh ti).
Zone 2 Figure 8.06c
Will apron have > / =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 15 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Uninas
and Revetments
Step 1. Use nnrre S.0C . ee to deteranne nmxumuu stone Slze (e.e. for 11
Fp< = 10 -" or 5"0 lbs.
Max. stone size (in.) 8 Figure 8.06e
Step 2. L ?c setae S.Gr3, f� to deteatmle acceptable
size range
for ;roue
(for 12 FPS it is Z ^ ^- 5S001bs. for 7: *. of stone. and tharnaxuuum
and ntauuuun range nt Wet2111 should be 15 - =00 lb;.).
NOTE: [n detenniama_ cha:vtrl velocities
for crone hnul2s and
revetment.
use the follovvutg coeff dents o rouglutess:
Diameter Manning
s -Min. rhicknes,
:mChes) "it,
of 11111112
(inches)
Fine 3 0,031
9
1_
Light 6 0.035
I
is
\ledium 13 0.040
1S
24
Heivv 23 0.044
30
36
(i L�_;el;l
lDis:c ?nog{
Min. & max range of stones (Ibs)
25 -150
Figure 8.05f
Weight range of 75% of stones (Ibs)
50 -150
Figure 8.05f

(Satrrce: Bank mid charinellvwteprocerhirez '. \ew - York Departntentof
Trmil pormtioa Division o_'Desisn gird Construction. 1971: i
Guide to Color Key: jUserinputData I Calculated Value IReferenceD ata
)esigned By: DAS Date: 11/30/2011
checked By: Date:
-Ompany: GILLEECE & ASSOCIATES
Droject Name: Stillwater
3roject No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. OS2 FES
Estimation of Stone Size and Dimensions For Culvert Aprons
Step I) Compute flour celaciR- to at culcer, or paved cltantiel outlet.
Step-') For pipe ail; rrts Do is dianlerer.
For pipe mch. atch grid box culverts. and paved channel outlets.
D� = A. whelp A_ = cross- sectional area of How at outlet.
For nitllnple culvert:, use D, = 1._1i x D� of single culvert .
Velocity (ft/s) 7.5
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type is anything other than "Pipe Culvert', Da k
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Da of single culvert
Step 3} For apron grades of 10 °oar steeper. use reconunrndatians
For next hielierzone. (Zones i through 6).
Zone 2 Figure 8.06c
Will apron have > / =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 15 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
51ep 1. Use figlrre ..06.0 m deterul/ne luawnuru stone size (e e. for 1?
Fps = _7" er 550 16s.
Max. stone size (in.) 8 Figure 8.06e
Step 2. Use figrue 8.06.© to determine acceptable size ranee for Stone
(for L' FPS it is 1' -5- 500165. for 7='. of stone, and die
nm%imum
and ntunn uti lame in weizht Should be 25 -500 lbs.).
NOTE: In detcnnimne channel velocities for stone hnin ?s and
revetment.
use the followinn Coefficients ofroueluless:
Diameter Nimmin_x S \fill. Thiclmess
i lacheo -11- of 1111n11E
(111cllcs)
Fine 3 0,031 9
1'
Light 6 Q035 12
18
Medlitm 13 UA0 iS
_'-I
Heats 2i 30
36
:CIL`:::elii
(Dii.CUl(O: i)
Min. & max range of stones (Ibs) 25 -150
Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -150
Figure 8.05f

(Sotvice: Bank and ch:urnel hitvig precedtue '. \ecv fork Depanntent of
Transportation- Division o_- Design anJ Coustmction, 1971.)
Guide to Color Key: jUserinputData I Calculated Value IReferenceData
)esigned By: DAS Date: 11/3012011
'hecked By: Date:
'Ompany: GILLEECE 8 ASSOCIATES
'roject Name: Stillwater
3roject No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. OS3 FES
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Ccnupute flOX veWin- V. at culvert or paved channel antler.
Step 2) For pipe cuh'erts D,, n dianierer.
For pipe arch, arch and box culvens. and paved channel outlets.
Da =A0 where A� = cross- secnenal area of flow at outlet.
For multiple culvert. use D_ = 1 _15 s D� of single cuh-eri.
Velocity (ft/s)
7.5
Opening type
Pipe Culvert
Single or multiple openings?
Single
Outlet pipe diameter, Do (ft)
2.5
NOTE 1: If opening type is anything other than "Pipe Culvert", Do A,
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D.=1.25 x D.
of single culvert.
Step 3) For apron grades of 10'. or steeper. use reconnuendations
For nest higher zone. ( Zones I through 6).
Zone 2 Figure 8.06c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 15 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. tine fimve S.06. ee to deientune inasuuusu stone size (e g. for 12
Fps = _D` or 550 lbs.
Max. stone size (in.) 8 Figure 8.06e
Step _. U e nettle S.i16. f❑ Ti doeinime acceptable size ranee for stone
(-for 1' FPS it is 125 -500 Ibs. for 751. of stone. and the unasinninn
and innnnnmr tinge in a'er2ht should be 25 -500 lb .).
NOTE: Ln deternimina charnel velocities for stone bnut_ss and revetment.
use [lie folloivunE coefficients of roue:uiess:
Diameter Minims Nrmn Tinclsie >s
imches) -ii' of 1111111e (ashes)
Fine 3 0.031 9 1_'
Licht 6 0.035 12 1s
Aiedmm 13 QOdO 18_-t
Henvv _13 0.04, 30 36
1c>L:�:�z;r +nii.�naio: =s
Min. & max range of stones (Ibs) 25 -150 Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -150 Figure 8.05f

New York DOT Dissipator Method For Use in Defined Channels
(Source: " Ban}; and chalmel luting procedures'. \en-1brk Deparrulent of
Trarsportntiou. Dim isiotl of Design and Construction. 1971.)
Guide to Color Key: User Input Data lCalculated Value JReferenceData
Designed By: DAs Date: 11/30/2014
checked By: Date:
'Ompany: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (City/Town) Apex
Culvert id. OS4 FES
Estimation of Stone Size and Dimensions For Culvert Aprons
Step I) Compute flour relocirp V. at culvert or pared channel outier.
Step 2) For pipe culverts D� is dianierer.
For pipe arch. atch and box culverts. and pared Channel outlets.
Da = Ap wheie A. = cross - sectional area of flow at outlet.
For llmhiple Clilrerr.. use D� = 125 x. D�, of single cul:-ert.
Velocity (ft/s) 7.2
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2
NOTE 1: If opening type is anything other than "Pipe Culvert', Do Ap
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D.=1.25 x Do of single culvert.
Step 3) For apron grades of 10 15 or steeper. rise recommendations
For ne :;t higher zone. ( Zones 1 through 6).
Zone 2 Fiqure 8.06c
Will apron have >1=10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 12 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use fi=e 8.06. e0 to deteilmne masirnlull stone size (e.g for 12
Fps = 20" or 550 lbs.
Max. stone size (in.) 8 Figure 8.06e
Step _. Use figilte 5.06, f0 to detetnune acceptable six ranee for stone
for 12 FPS it is 125 -500 lbs. for 7�1. of stone. and file
masununl
and auninium i:mge in tceiaht should be 25-5001 lbs.).
NOTE: In deieriinning chlimel velocities for stone Initnrs avid
re': ennellt.
lice the follownL Coefficients 0 Ioucluiess:
Diameter Rfamiin_p s \Iin. ihiclzneis
(inches} '11
(inches)
Fine - 0.031 9
12
l-whi 6 0.035 12
is
Medium l; 0,0}0 1°
_
'-
fiealry• _s 0.04-, 30
36
!Channris)
(Dis;cnalc::)
Min. & max range of stones (Ibs) 25 -150
Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -150
Figure 8.051

(Source: 'Ha:tl: mid chamtel ]Cult pracedlrre'. \en-5 -ark Depamrlent of
Tratlsponntwu. Dim iaiou of Design and Construction- 197, 1.)
Guide to Color Key: JUser1nputData I Calculated Value lReferenceD ata
Designed By: DAs Date: 11/30/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. OS5 FES
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) C'ampute flair velacirc l� at cull'ert or paved citannel outlet.
Step') For pipe culverts Do n diamerer.
For pipe arch. atch and box culver[s. and paved chalutel outlets.
D� =Ap :ehare A. = moss- sectional area of flow at outlet.
For nurinple cul:-ens, it D_ = 1 25 s D, of single culvert.
Velocity (ft/s) 7.5
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2.5
NOTE 1: If opening type is anything other than "Pipe Culvert", Do k
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D.=1.25 x Da of single culvert.
Step 3y Far apron trades of ? q° o or steeper. use recmvwendations
For nest Iii--her zone. ( Zones t through 6).
Zone 2 Figure 8.06c
Will apron have >1 =10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 15 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use 62rue S.06. e0 :o detennrrle ntasunutn stone size (e e. for 12
Fps =?0- or 550 lbs.
Max. stone size (in.) 8 Figure 8.06e
Step 1. tine n�tue 6.0G. f0 to dzterivae acceptable size ranee for suave
(for 12 FPS it is 125 -500 lbs. for 7,_ , of stone. and the
alasltnunl
and tnuuaunn fange in tcelght should be 25 -500
NOTE: in deterniming chatlttel velocities for stone linings and
reventtent.
use file folio ulz Coefficients of roucluleSs
Diameter Rfuutine s Mim thickness
I lnclwe) "It , of lining g
(Niches)
Fine 3 0.031 9
12
Lwht 6 0.035 12
is
i.ledntm 13 0,040 16
Hear; 13 0.044 30
36
!Clr_eL)
lI)i;oepater.`
Min. & max range of stones (Ibs) 25 -150
Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -150
Figure 8.05f

New York DOT Dissipator'Method For Use in Defined Channels
(Salute' -Balil; and cllmvlel Iulvl2proc- dlues - -'. \rw Rork Depnnn:en; of
Transpenatiou- Divisieu of Design and L enstnlctian. 1471.}
Guide to Color Key: jUserinputData I Calculated Value IReferenceData
7esigned By: DAs Date: 11/80/201
checked By: Date:
company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (CitylTown) Apex
Culvert Id. OS6 FES
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Calnpure t3ov: velacitt- V. at nrlrrrt or pared channel outlet.
Step _) For pipe culrcits Dp is dianlefer.
For pipe arch. arch and box culverts. and paved ci ninel ollilets.
D, =A. where A- = cross- sectloual area of flew at outler.
For multiple culverts, use D_ = 1 25 %. Dp of single culvert.
Velocity (ft/s) 7.2
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 2
NOTE 1: If opening type is anything other than "Pipe Culvert", Do k
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x D. of single culvert.
Step 3) For apron grades of 10'y or steeper, use ieconnnendations
For next lualerzone. (ZoncsItluoneh6).
Zone 2 Figure 8.06c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 12 Fiqure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use nslve S.06. e0 to determtIte masunulu stone size (e._. for 1'
Fps = ?6' or 540 lbs.
Max. stone size (in.) 8 Figure 8.06e
Step _. Use frgtne 5.06. f❑ to deierinnre acceptable size rang- for ;rue
(for 12 FPS it is 12�S00 lbs. for 7�1. of stone- and the
ninallnuln
and tn11i11111im l:nlge 111 lvelaht should be 25 ­;00 lb;.).
NOTE: III delcirruiunv cliaiiiiPl velocities for Stolle II11111ES and
revet:n,nt.
u,e the follotvnL coefficients 0 1'Ougluiess:
Dlntlieter llfaluill1Z i Mill. thlclziie
Si
I Inches) "n-, Of limit
(ruches)
Fire -, 0,031 9
1?
Licht 6 0.035 L'
IS
Medium 13 0.040 1S
_'-f
Fleavv 23 9.044 30
36
(vile_ elei
iDi: :cotes
Min. & max range of stones (lbs) 25 -150
Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -150
Figure 8.05f

(Source:Bati}; and cltarmel linutg procedure >'. \en-S'ork Departntent of
Tramponation- Division o_- Design and Construction. 197, 1.)
Guide to Color Key: luserinputData I Calculated Value JReferenceD ata
Designed By: DAs Date: 11/30/2014
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. OS7 FES
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute lieu•: velocity-1. at culvert or pared channel ontler.
Step 2) For pipe culverts Da is diauieieL
For pine arch, arch and box culverts. and paved chaunel outlets.
D� = A. where A. = cross - sectional area of fiow at outlet.
For nnAnple culverts, use D, = 1 '_� x Do of single ciilveu
Velocity (ft/s) 7.5
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Do (ft) 3.5
NOTE 1: If opening type is anything other than "Pipe Culvert", Do k
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D,=1.25 x Do of single culvert.
Step 3) For apron grades of 101. or steeper. use ieconuuendations
For next hicher zone. 1Zones 1 @voughti).
Zone 2 Figure 8.06c
Will apron have >/ =10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 20 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use figtrre 8.06. e❑ to deiennnie ntaxrrutuu stone size (e.g. for 12
Fps = 20" or is 0 lbs.
Max. stone size (in.) 8 Figure 8,06e
Step 2. Use tietnr 8.05. f� Ti deteinune accepr.-,ble size ranee for srcme
ffor 12 FPS it is 12=-=00 lbs. for '_'o of stone. and the masintuira
and atnurtrunt rnnae nt tveiglit should be 25-?00 Ibs. j.
?OTE: In detrnniurna_ dtaiuiel velocities for stone hnirgs and revetment.
use the folloxmg coefficients of ronsluiess:
Diameter %Iatming s -Min. thictuiess
(Inches) ti ofliuius (inclies)
Fire 3 0.031 9 12
Light 6 QD3= 12 IS
i.fedium 13 Q.040 IS '_-t
Hea,-v 13 0.044 30 36
�CL�1:eln'i Disse�arer:;=
Min. & max range of stones (Ibs) 25 -150 Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -150 Figure 8.05f

(Satrrce- - Bink and chumet lining procednlres'. New York Department of
Trmisportatdon- Division of Design and Construction. 197 L)
Guide to Color Key: jUserinputData I Calculated Value IReferenceD ata
Designed By: DAs Date: 11/30/201
Checked By: Date:
Company: GILLEECE & ASSOCIATES
Project Name: Stillwater
Project No.: 20000.25
Site Location (City/Town) Apex
Culvert Id. OS8 FES
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) C'onrpute floe' velociry V. at culverr or pared channel outlet.
.Step 2) For pipe cal; marts Do is diainerer.
For pipe arch, arch and box culverts, and paved channel outlets.
D� =.1, where A- = cross- secueuat area of flow an outlet.
For nuAtiple cavern. use D, = 1.2, s D� of single culvert.
Velocity (ft/s) 7.5
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter, Da (ft) 4
NOTE 1: If opening type is anything other than "Pipe Culvert', D.=&
(Cross - sectional area of flow at outlet).
NOTE 2: If multiple openings, D.=1.25 x D. of single culvert.
Step 3) Fur apron grades of 10°, or steeper. use recorvtnendations
For nest higher zone. ( Zones 1 dntough 6).
Zone 2 Figure 8.06c
Will apron have >1=10% grade? No
NOTE: For apron slopes equal to or greater than 10 %, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 20 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use fi ^ute S.06. e0 to deternune maxunnuu stone size (e z, for 12
Fps = 20 " or -50 lbs.
Max. stone size (in.) 8 Figure 8.06e
Step .. L "se tietrre S �lfi. f0 io detemune acceptable size range for stone
('or 12 FPS it is !25-500 lbs. for 7_'. o of stone. and the maxununi
and nurnt :Ilan large Ili icel2lrt should be 2-. Uo Ibs.).
NOTE: hi determiamg channel velocities for ;tone lunnps and revenu -cm,
Ilse the followmE coefficients of Iouehrress:
Diameter Nfarutinp s lm rhiclntees
finches) "d" oflulina fiuches)
Fine 3 0.031 9 1'
Light 6 0,035 I] 15
hlrclium 13 0,90 IS 24
Heart _ -, 0.044 30 36
(Cl—. 1s) rDnt. p: —',
Min. & max range of stones (Ibs) 25 -150 Figure 8.05f
Weight range of 75% of stones (Ibs) 50 -150 Figure 8.05f

Figure 8.06d: Length of Apron
0 )-a Ds r- C—S 's
2a 3 3 80
3v 5 (

CL
m
L
Q.
R
4-
O
c
O
�Ln
V
06
L
IN

Figure 8.06c: Zone Determiniation for Apron Material
5 7
., 5- ri
& Am ti K \ 0 S, � , 0 1 -1 OL � ®S (0 OS ,
t- �-
7,5
/ZAx)6 FP-Om

CL
0
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0
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cn *
E
m
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x
m
co
0
'4 'nol'sql 99t m auolS ;o jq6toM
F 7- 4K7
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.......... ...... ....... . ....
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ti
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T r
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S84OLIJ Ul auOls 10 jolowelo
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S84OLIJ Ul auOls 10 jolowelo
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Anti Flotation Calculations

Concrete Riser Anti - flotation Block
Project: Stillwater Riser: WP #1 Date: 11/30/14
Side 1: 3 ft. Wall thickness = 4 in.
Side 2: 3 ft. X -Sect. Area = 13.44 s. f.
Top of Riser Elev. 285.80
Bottom Elev. 276.00
Height 9.80
Volume of Water Displaced 131.76 c. f. Weight of Water Displaced 8225.50 lbs.
Assume:
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
CAExcel \Master \RiserMas2.xls
6533.33 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 6533.33 lbs.
1692.17 lbs.
19.32 c. f.
1.4373 ft. _
Use
17.2475 in.
33.25 in. thick

Project: Stillwater
Side 1: 3 ft.
Side 2: 3 ft.
Top of Riser Elev. 282.00
Bottom Elev. 273.00
Height 9.00
Volume of Water Displaced
Assume:
Concrete Riser Anti - flotation Block
Riser: WP #2 Date: 11/30/14
Wall thickness = 4 in.
X -Sect. Area = 13.44 s. f.
121.00 c. f. Weight of Water Displaced 7554.03 lbs.
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
CAExcel \Master \RiserMas2.xl s
0.00 ft. long 0 ft. high 0.00 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 6000.00 lbs.
1554.03 lbs.
17.75 c. f.
1.3200 ft. = 15.8395 in.
Use 33.25 in. thick

Concrete Riser Anti - flotation Block
Project Stillwater Riser: WP #3 Date: 11/30/14
Side 1: 3 ft. Wall thickness = 4 in.
Side 2: 3 ft. X -Sect. Area = 13.44 s. f.
Top of Riser Elev. 285.80
Bottom Elev. 276.00
Height 9.80
Volume of Water Displaced 131.76 c. f. Weight of Water Displaced
Assume:
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
CAExcel \Master \RiserMas2.xls
8225.50 lbs.
6533.33 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 6533.33 lbs.
1692.17 lbs.
19.32 c. f.
1.4373 ft. = 17.2475 in.
Use 33.25 in. thick

Concrete Riser Anti - flotation Block
Project: Stillwater Riser: WP#4 Date: 11/30/14
Side 1: 3 ft. Wall thickness = 4 in.
Side 2: 3 ft. X -Sect. Area = 13.44 s. f.
Top of Riser Elev. 276.00
Bottom Elev. 266.00
Height 10.00
Volume of Water Displaced 134.44 c. f. Weight of Water Displaced 8393.37 lbs.
Assume:
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
CAExcel \Master \Ri serMas2.xl s
6666.67 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 6666.67 lbs.
1726.70 lbs.
19.72 c. f.
1.4666 ft. _
Use
17.5995 in.
33.25 in. thick

Project: Stillwater
Side 1: 3 ft.
Side 2: 3 ft.
Top of Riser Elev. 268.40
Bottom Elev. 258.00
Height 10.40
Volume of Water Displaced
Assume:
Concrete Riser Anti - flotation Block
Riser: WP #6 Date: 11/30/14
Wall thickness = 4 in.
X -Sect. Area = 13.44 s. f.
139.82 c. f. Weight of Water Displaced 8729.10 lbs.
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
CAExcel \Master \RiserMas2. xis
6933.33 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 6933.33 lbs.
1795.77 lbs.
20.51 c. f.
1.5253 ft. = 18.3035 in.
Use 33.25 in. thick

Project: Stillwater
Side 1: 3 ft.
Side 2: 3 ft.
Top of Riser Elev. 268.00
Bottom Elev. 259.00
Height 9.00
Volume of Water Displaced
Assume:
Concrete Riser Anti - flotation Block
Riser: WP #7 Date: 11/30/14
Wall thickness = 4 in.
X -Sect. Area = 13.44 s. f.
121.00 c. f. Weight of Water Displaced 7554.03 lbs.
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
CAExcel \Master \RiserMas2.xl s
6000.00 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 6000.00 lbs.
1554.03 lbs.
17.75 c. f.
1.3200 ft. = 15.8395 in.
Use 33.25 in. thick

Project: Stillwater
Side 1: 4 ft.
Side 2: 4 ft.
Top of Riser Elev. 278.10
Bottom Elev. 268.00
Height 10.10
Volume of Water Displaced
Assume:
Concrete Riser Anti - flotation Block
Riser: W P #8 Date: 11/30/14
Wall thickness = 4 in.
X -Sect. Area = 21.78 s. f.
219.96 c. f. Weight of Water Displaced 13731.83 lbs.
Concrete weighs 150 # /c. f. and water weighs 62.43 # /c. f.
Weight above bottom (no slots or weirs cut in)
Deduct for 1 st slot or weir
Deduct for 2nd slot or weir
Deduct for 3rd slot or weir
Net weight of concrete bottom is
Volume of concrete block required is
Bottom thickness required is
Q \Excel \Master \RiserMas2.xl s
8753.33 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
0.00 ft. long 0 ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Total Weight above bottom 8753.33 lbs.
4978.49 lbs.
56.85 c. f.
2.6105 ft. = 31.3264 in.
Use 33.25 in. thick