20100251 Ver 2_Stormwater Info_20110207

NCDENR
STORMWATER MANA"EMENT Pr:n'!ITAPPLICATION FORM
401 CERTI1- ATION APPLic'.nTlnN FORM
This form mist be vui, prix t - si imitted.
The Required Items Checklist (Part I fl) must be print 111n4 out 'o submitted along with all the required information.

1. PROJECT INFORMATION
---
----------- - -
- ------- -
Project name
-
Ha ne!r H ? t!? He oit?l
Contact name
rrc?,
Phone number 919 8 8 1811

Date -----------------
F bru? ry a 9011
Drainage area number 2

[11. DESIGN INFOHMATION
Site Characteristics
Drainage area 300 441 00 it,
Impervious area 12,918.vo t?
Percent impervious
--- - - - -
Design rainfall depth 1 00 inch
Peak Flow Calculations
1-yr,24-hr rainfall depth 2.&0 n
1-yr, 24-hr intensity 0 32 in/hr
Pre-development )-yr, 24-hr runoff It3/sec
Post-development 1-yr, 24-hr runoff _ 't3'sec
Pre/Post 1-yr, 24-hr peak control fe/sec
Storage Volume: Non-SA Waters
Minimum required volume 9 745.00 ft3
Volume provided (temporary pool volume) r oo. -0 ft3 OK
Storage Volume: SA Waters Parameters
1.5"runoff volume It
Pre-development) -yr, 24-hr runoff volume t3
-- _-- - - ------
Post-development 1-yr, 24-hr runoff volume It3
Minimum volume required ft3
-
Volume provided 3
Outlet Design
Depth of temporary pool/ponding depth (Dp,,,ls) 2 00 In
Drawdown time -- _o days
Diameter of orifice 6.CO I I
Coefficient of discharge (Co) used in orifice diameter
0 66 (unities)
ca',-u!ation
D, virg head (HQ) used in the orifice diameter calculation , 33 ft,
c
OK
OK
Drawdown orifice diameter may be insufficient. Please provide
adequate supporting calculations.
Provide calculations to support this driving head.
Form SW401-Wetland-Rev.6-1 111 6109 Parts I and II. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4+cubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4+cubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+cubic-inch container)
Number of Plants provided in Shallow Land Area
Herbaceous (4+cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
'0.00 ft, OK
868 00 ri?
(?K
` 9o,0 %
-- - -5 ; 7.00 f?= OK
42°o %
347 00 1t2 OK
1 0%0 o?
oC0 00 f;2 OK
---
%
12,500.00 ft2 OK
0.00 ft2
17 , 5?, `t amsl
74.50 ftamsl
14.30 ft amsl
173.00 ft amsl
173.00 famsl
(Y or N)
174 0, 1,- amsl OK
(Y N)
in
12.00 in OK
6.00 in OK
18.00 in OK
18.00 in OK
1Y of N) OK
1,350
1,250
200
25 and 1,000
1.402 OK
1 '339 OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and 11. Project Design Summary, Page 2 of 3
Additional Information
Can the design volume be contained?
- Y (Y or N)
- OK
Does project drain to SA waters? If yes, n iY or N) Excess volume must pass through filter.
What is the length of the vegetated filter? it
Are calculations for supporting the design volume provided in the Y (Y or N) OK
application?
Is BMP sized to handle all runoff from ultimate build-out? _ (Y or N) OK
Is the BMP located in a recorded drainage easement with a
Y Y or N)
OK
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is: 1.54 OK
Approximate wetland length 4.0c ff
Approximate wetland width f;
Approximate surface area using length and width provided 1 00 ft2 This approx. surface area is within this number of square feet
of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? (Y or N)
Form SW4e1-Wetland-Reu.6-11(16109 Parts I and 11. Project Design Summary, Page 3 of 3
Ralci, h, NC 276044 'HAND DELIVER
Re: Harnett Health Hospital (within Brightwater
Campus in Lillington)
Job No.: 2009036.00
I am sending you the following items):
These are transmitted as checked below:
As requested ? For your use
Z For approval ? For Signatures
For review and comment ?
Remarks:
Please find the included items listed above. Please let me know if you have any question, comments or
concerns.
Copy to: File Signed: Wairern M. Sugq, PE
Mrs. Annette Lucas, PE
NCDENR-DWQ 401 Oversight/Express unit
512 N. Salisbury t, 9t" Floor
Raleigh, NC 27604
Subject Property: Harnett Health Hospital on Brightwater Campus
Response to DWQ request for more information on DWQ #10-0251 Dated January 6, 2011
Harnett Health Hospitals:
1. Soil testing was completed by both the Withers/Ravenal and Mulkey designed projects and were
submitted to DWQ. On January 28th field representatives of each project along with DWQ personnel
completed a final seasonal high water table determination. It is our understanding of the results
that all previous seasonal high water table reports from both Withers/Ravenal and Mulkey design
team were found to be correct and accurate. For that reason the BMP #2 of the Harnett Health
Hospital was raised and redesigned to be a constructed wetland.
2. Mulkey has regarded (raised) the proposed BMP #2 to act as a constructed wetland instead of the
wet pond. We have verbal results of the 2/28/2011 DWQ field report on seasonal high water table
and thus have provided a permanent pool higher than the seasonal high water table along with clay
linear. The revised plans under this submission so the revised grades; revised outlet, and revised
plantings along with the support documentation that is requested by DWQ with submission.
Thanks for your time and consideration on this review submittal.
Sincerely,
t
Warren M. Sugg, PL
Mulkey Engineering and Consultants
1
Watershed Model Fli
yaaflow Hydrographs Extension for AutoGAD® Civil 3R® 2009 by Autodesk, Inc. v6.066
Hyd rog rap h Return Period Hy-3raifo(w+'FTy(Pgraphs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
i
i
No. type Hyd(s) on
descr
pt
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 11.42 17.98 ------- ------- 34.80 45.07 53.14 61.15 Pre-development
2 SCS Runoff ------ 14.86 22.11 ------- ------- 39.88 50.34 58.47 66.50 Post Development
3 Reservoir 2 3.726 14.28 ------- ------- 19.52 21.29 22.54 23.64 Cons. Wetland Routing
Proj. file: constructed wetland.gpw Friday, Feb 4, 2011
H yd rog ra p h Summary Re ply ratTow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 11.42 2 718 22,879 ------ ------ ------ Pre-development
2 SCS Runoff 14.86 2 718 29,865 ------ ------ ------ Post Development
3 Reservoir 3.726 2 724 29,004 2 175.64 21,327 Cons. Wetland Routing
constructed wetland.gpw Return Period: 1 Year Friday, Feb 4, 2011
4
Hydrograph
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 4, 2011
Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff Peak discharge = 11.42 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 22,879 cuft
Drainage area = 7.040 ac Curve number = 77
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type li
Storm duration = 24 hrs Shape factor = 484
Q (Cfs)
12.00
Pre-development
Hyd_. No. 1 - 1 Year
Q (cfs)
12.00
10:00
8.00
6.00
4.00
2.00
10.00
8.00
6.00
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 060 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 14.86 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 29,865 cuft
Drainage area = 7.040 ac Curve number = 82*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
' Composite (Area1CN) = [(5.840 x 74) + (2.730 x 98)] f 7,040
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
0
Post Development
Hyd. No. 2 -- 1 Year
120 240 360 480 600
Hyd No. 2
Q (efs)
15.00
12.00
9.00
6.00
3.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph
Storage Indication method used. Wet pond routing start elevation = 174.40 ft.
Q (cfs)
15.00
12.00
9.00
5.00
3.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max.. Storage
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Hyd No. 3 Nyd No. 2 '.... i Total storage used 21,327 cuff Time (min)
6
Friday; Feb 4, 2011
= 3.726 cfs
= 724 min
= 29,004 cuff
= 175.64 ft
= 21,327 cuff
Cons, Wetland Routing
Hyd. No. 3 - 1 Year
H yd ro g ra p h Summary Re Rly r-afTow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 17.98 2 718 36,062 ------ ------ ------ Pre-development
2 SCS Runoff 22.11 2 716 44,693 ------ ------ ------ Post Development
3 Reservoir 14.28 2 722 43,833 2 175.92 24,420 Cons. Wetland Routing
constructed wetland.gpw Return Period: 2 Year Friday, Feb 4, 2011
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. x6.066
Hyd. No. 1
Pre-development
Hydrograph type SCS Runoff
Storm frequency 2 yrs
Time interval = 2 min
Drainage area = 7.040 ac
Basin Slope = 0,0%
Tc method = USER
Total precip. = 3.60 in
Storm duration = 4 hrs
Q (cfs)
1.8..00
15.00
12.00
9.00
6.00
3.00
Pre-development
Hyd. No. 1 -- 2 Year
Q (efs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ( ( ! I i -' - ---?- - -- 0.00
0 120 240 360 480 600 720 840 900 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
8
Friday, Feb 4, 2011
Peak discharge = 17.98 cfs
Time to peak = 718 min
Hyd. volume = 36,062 tuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type 11
Shape factor = 484
Hydrograph Report
Hydratlow Hydrographs Extension for AutoCADO Civil 3Da 2009 by Autodesk, Inc. v6.066
Hy.. No.
Post Development
Hydrograph type = SCS Runoff
Storm frequency 2 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
2 min
7.040 ac
0.0%
USER
3.60 in
24 hrs
* Composite (Area/CN) = [(5.840 x 74) + (2.730 x 98)] f 7.040
Q (Cfs)
24.00
20.00
16.00
12.00
8.00
4.00
Post Development
Hyd. No. 2 -- 2 Year
Q (Gfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 '120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 2
9
Friday, Feb 4, 2011
Peak discharge = 22.11 cfs
Time to peak = 716 min
Hyd. volume = 44,693 tuft
Curve number = 82*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 byAutodesk, Inc. v6.066 Friday, Feb 4, 2011
yd. No.
Cons. Wetland Rou ting
Hydrograph type = Reservoir Peak discharge = 1428 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 43,833 cuft
Inflow hyd. No. = 2 _ Post Development Max. Elevation = 175.92 ft
Reservoir name = Constructed Wetland Max. Storage = 24,420 cult
Storage Indication method used. Wet pond routing start elevation = 174.40 ft
Q (cfs)
24.00
20.00
16.00
12.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 950 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 24,420 cuft
Cons. Wetland Routing
Hyd. No. 3 -- 2 Year
11
Hyd rog rap h Summary Re PH(y)dr-afiow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 34.80 2 716 70,531 ------ ------ ------ Pre-development
2 SCS Runoff 39.88 2 716 81,962 ------ ------ ------ Post Development
3 Reservoir 19.52 2 722 81,102 2 176.64 34,335 Cons. Wetland Routing
constructed wetland.gpw Return Period: 10 Year Friday, Feb 4, 2011
yd. No. 1
Pre-development
Hydrograph type = SCS Runoff Peak discharge = 34.80 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 70,531 cuff
Drainage area = 7.040 ac Curve number = 77
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of cone: (Tc) = 5.00 min
Total precip. = 5.38 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
35.00
Pre-development
Hyd_ No.. 1 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
30.00
25.00
20.00
15.00
10.00
5.00
0:00 - - - 0.00
0 120 240 360 480 600 720 840 960 1084 1200 1320 1440
Fiyd No. 1 Time (miry)
13
y r r h Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 4, 2011
Hy. No. 2
Past Development
Hydrograph type = SCS Runoff Peak discharge = 39.88 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 81,962 cuft
Drainage area = 7.040 ac Curve number = 82*
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
Composite (Area1CN) = [(5.840 x 74) + (2.730 x 98)] / 7.040
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0
Q (cfs)
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 2
Post Development
Hyd. No. 2 -- 10 Year
Hydrograph Report
14
Cans. Wetland Routing
Hyd. No. 3 -- 1,0 Year
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 4, 2011
Hyd. No.
Cons. Wetland Routing
Hydrograph type = Reservoir Peak discharge = 19.52 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd'. volume = 81,102 cuff
Inflow hyd. No. = 2 - Post Development Max. Elevation = 176.64 ft
Reservoir name = Constructed Wetland Max. Storage = 34,335 cult
Storage Indication method used. Wet pond routing start e wMion 174.40 ft
Q (cfs)
40.00
30.00
20.00
10.00
0.00 -
0
i
Q (cfs)
40.00
30.00
20.00
10.00
_ 0.00
120 240 360 430 600 720 840 960 1080 1200 1320 1440 1560
Time {min}
Hyd No. 3 Hyd No. 2 Total storage used 34,335 cuft
15
Hyd rog ra p h Summary Re P ydratTow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 45.07 2 716 91,987 ------ ------ ------ Pre-development
2 SCS Runoff 50.34 2 716 104,599 ------ ------ ------ Post Development
3 Reservoir 21.29 2 722 103,738 2 177.13 41,151 Cons. Wetland Routing
constructed wetland.gpw Return Period: 25 Year Friday, Feb 4, 2011
Hd. No. 1
Pre-development
Hydrograph type = SCS Runoff Peak discharge = 45.07 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 91,987 cuff
Drainage area = 7.040 ac Curve number = 77
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 miry
Total precip. = 6.41 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
50.00
Pre-development
Hyd, No. 1 -- 25 Year
Q (cfs)
50.00
40M
30.00
20.00
10.00
0.00
0
40.00
30.00
20.00
10.00
0.00
120 240 330 480 600 720 840 960 1080 100 1320 1440
Time (min)
Nyd No. 1
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 50.34 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 104,599 cuff
Drainage area = 7.940 ac Curve number = 8*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 6.41 in Distribution = Type Il
Storm duration = 24 hrs Shape factor = 484
* Composite (AreatCN) [(5.844 x 74) + (2.730 x 98)] /7.040
Q (cfs)
60.00
Post Development
Hyd. No. 2 -- 25 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. No.
Cons. Wetland Routing
Hydrograph type = Reservoir
Storm frequency 25 yrs
Time interval 2 min
Inflow hyd. No. = 2 -Post Development
Reservoir name = Constructed Wetland
Storage Indication method used. Wet pond routing start elevation 174.40 ft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00 10.00
0.00 0.00
0 120 240 360 430 600 720 840 960 1080 1200 1320 1440 1560 1080
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 41,151 tuft
18
Friday, Feb 4, 2011
Peak discharge = 21.29 cfs
Time to peak = 722 min
Hyd'. volume = 103,738 tuft
Max. Elevation = 177.13 ft
Max. Storage = 41,151 cuff
Cons. Wetland Routing
Hyd. No. 3 - 25 Year
19
Hyd rog rap h Summary Re ply raffow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 53.14 2 716 109,129 ------ ------ ------ Pre-development
2 SCS Runoff 58.47 2 716 122,504 ------ ------ ------ Post Development
3 Reservoir 22.54 2 722 121,643 2 177.50 46,736 Cons. Wetland Routing
constructed wetland.gpw Return Period: 50 Year Friday, Feb 4, 2011
Hydrograph
Hydraflow Hydrographs Extension for AutoCAQO Civil 3D0 2009 by Autodesk, Inc. v6.066
Nyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 2 min
Drainage area = 7.040 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.21 in
Storm duration = 24 hrs
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
Pre-development
Hyd. No. 1 -- 50 Year
(cfs)
60.00
50.00
40.00
30.00
20,00
10.00
0;00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd Na. 1 Time (min)
20
Friday, Feb 4, 2011
Peak discharge = 53.14 efs
Time to peak = 716 min
Hyd. volume = 109,129 cuff
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
21
Hydrograph or
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 4, 2019
Hyd. No,
Post Development
Hydrograph type = SCS Runoff Peek discharge = 58.47 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 122,504 tuft
Drainage area = 7.040 ac Curve number = 82*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of eons. (Tc) = 5.00 min
Total precip. = 7.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
. Composite (Area1GN) = [(5.840 x 74) + (2.730 x 98)] t 7.040
Post Development
i
i
I
22
Hydrograph
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2009 by Autodesk, Inc. v6,066 Friday, Feb 4, 2011
Hyd. No. 3
Cons. Wetland Rou ting
Hydrograph type = Reservoir Peak discharge = 22.54 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 121,643 tuft
inflow hyd. No. = 2 - Post Development Max. Elevation = 177.50 ft
Reservoir name = Constructed Wetland Max. Storage = 46,736 tuft
Storage Indication method used. Wet pond routing start elevation = 174.40 ft.
Q (efs)
60.00
50.00
40.00
Q (cfs)
60.00
50.00
40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 340 960 1030 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 46,736 cuff
Cons. Wetland Routing
Hyd. No. 3 -- 50 Year
23
H yd rog ra p h Summary Re ply rafl'ow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 61.15 2 716 126,363 ------ ------ ------ Pre-development
2 SCS Runoff 66.50 2 716 140,388 ------ ------ ------ Post Development
3 Reservoir 23.64 2 724 139,527 2 177.88 52,501 Cons. Wetland Routing
constructed wetland.gpw Return Period: 100 Year Friday, Feb 4, 2011
Hyd. No. I
Pre-development
Hydrograph type = SCS Runoff Peak discharge = 61.15 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = min Hyd. volume = 126,363 cuft
Drainage area = 7.040 ac Curve number = 77
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
Pre-development
Hyd. No.1 -- 100 Year
Q (cfs)
70.00
60.00
50.06
40.00
60.00
50.00
40.00
30.00 30.00
20.00 20.00
10.00 10•.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc, v6.066
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
2 min
7.040 ac
0.0%
USER
8.00 in
24 hrs
Composite (Area/CN) = [(5.840 x 74) + (2..730 x 98)] f 7.040
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
Post Development
Hyd. No. 2 -- 100 Year
25
Friday, Feb 4, 2011
Peak discharge = 66.50 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
716 min
140,388 cuft
82*
0 ft,
5.00 min
Type it
484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200
Time (min)
Hyd No. 2
Hydrograph type = Reservoir Peals discharge = 23.64 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 139,527 cuff
Inflow hyd. No. = 2 - Post Development Max. Elevation = 177.88 ft
Reservoir name = Constructed Wetland Max. Storage = 52,501 cult
Storage Indication method used. Wet pond routing start elevation = 174.40 ft
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70:.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 - _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1600
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 52,501 cuft
Cons. Wetland Routing
Hyd. No. 3 -- 100 Year
Hydraflow Rainfall Report
27
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066 Friday, Feb 4, 2011
Return
d Intensity-Duration-Frequency Equation Coefficients (FHA)
Perio
(Yrs) B D E (N/A)
1 65.3330 13.2000 0.9053 --------
2 74.0559 13.3000 0.8788 --------
3 0.0000 0.0000 0.0000 --------
5 83.5112 14.8000 0.8514 --------
10 105.7041 16.8000 0.8710 --------
25 118.9252 17.6000 0.8582 --------
50 137.0265 18.6000 0.8630 --------
100 157.1769 19.6000 0.8692 --------
File name: Raleigh.IDF
Intensity = B / (Tc + D)"E
Return Intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1 4.72 3.79 3.18 2.74 2.41 2.16 1.96 1.79 1.65 1.53 1.43 1.34
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc = time in minutes. Values may exceed 60.
PreciD. file name: Raleiah.ocr)
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.83 3.60 0.00 4.65 5.38 6.41 7.21 8.00
SCS 6-Hr 2.00 2.65 0.00 3.38 3.90 4.62 5.19 5.75
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00