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MULKEY
ENGINEERS & CONSULTANTS
P? Box 331 27
RALEIGH, NO 27636
PHONE: 919-B51-1912
FAx: 919-B51-1918
LETTER OF TRANSMITTAL
To: Annette Lucas, PE
NCDENR-DWQ 401 Oversight/Express Unit
512 N. Salisbury St, 9th floor
Raleigh, NC 276044
Re: Harnett Health Hospital (within Brightwater
Campus in Lillington)
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
2 Revised Construction Documents
2 Constructed Wetland routing(including draw down)
2 Wetland Supplement Form
1 Response to comments (dated 2/25/11)
These are transmitted as checked below:
? As requested ? For your use
® 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: Warren M. Sugg, P
//1
Vv-
@6QOMC
MAR 2 2011
I t - ® a?) I
Date: March 2, 2011
'HAND DELIVER
Job No.: 2009036.00
Mrs. Annette Lucas, PE
NCDENR-DWQ 401 Oversight/Express Unit
512 N. Salisbury St, 9th Floor
Raleigh, NC 27604
Subject Property: Harnett Health Hospital on Brightwater Campus
Response to DWQ request for more information on DWQ #10-0251 Dated February 25, 2011
Harnett Health Hospitals.
1. Plan sheet C-602 contains the NCDOT storm box detail that will be utilizied as the outlet structure.
This detail is referenced in several locations on the plan sheets to refer the installer to the correctly
location of the detail.
2. Plan sheet C-602 contains the detail of the outlet barrel and includes the requirement for anti-seep
collars.
3. The calculation of the draw downtime for the constructed wetland is the last page of the revised
calculation package provided in this submittal. We have reduced the draw down orifice to a 1.75"
within a 6" inverted siphon. This draw down is within the 2-5 day requirement and still meets
stormwater control requirements without overtopping the construction wetland berm.
4. The clay liner was removed for the constructed wetland plan, profile, and details.
Thanks for your time and consideration on this review submittal.
Sincerely,
Warren M. Sugg, PE
Mulkey Engineering and Consultants
??F WATF9P
?_^ O G
AV*A ti
NCDENR `
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, tilled out and submitted along with all the required information.
I PROJECT INFORMATION
Project name Harnett Health Hospital
Contact name Warren M. Sugg, PE
Phone number 919-858-1811
Date March 2, 2011
Drainage area number 2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 306,441.00 ft2
Impervious area 112,918.00 ft2
Percent impervious 36.8% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.80 in
1-yr, 24-hr intensity 0.32 in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Post-development 1-yr, 24-hr runoff ft3/sec
Pre/Post 1-yr, 24-hr peak control ft3/sec
Storage Volume: Non-SA Waters
Minimum required volume 9,745.00 ft3
Volume provided (temporary pool volume) 12,500.00 ft3
Storage Volume: SA Waters Parameters
1.5" runoff volume ft 3
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Minimum volume required ft3
Volume provided ft3
Outlet Design
Depth of temporary pool/ponding depth (DP1e,,,) 12.00 in
Drawdown time 2.39 days
Diameter of orifice 1.75 in
Coefficient of discharge (CD) used in orifice diameter 0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 0.33 ft
Surface Areas of Wetland Zones
Surface Area of Entire Wetland 12,500.00 ft2
Shallow Land 4,868.00 ft2
The shallow land percentage is: 39% %
Shallow Water 5,217.00 ft2
The shallow water percentage is: 42% %
Deep Pool
Forebay portion of deep pool (pretreatment) 1,347.00 ft2
The forebay surface area percentage is: 11% %
Form SW401-Wetland-Rev.6-11/16/09
OK
OK
OK
OK
Provide calculations to support this driving head.
OK
OK
OK
OK
Parts I and 11. Project Design Summary, Page 1 of 2
Non-forebay portion of deep pool 1,068.00 ftz OK
The non-forebay deep pool surface area percentage is: 9% %
Total of wetland zone areas 12,500.00 ftZ OK
Add or subtract the following area from the zones 0.00 ftz
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top) 175.50 ft amsl
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top) 174.50 ft amsl
Shallow Water bottom 174.00 ft amsl
Most shallow point of deep pool's bottom 173.00 ft amsl
Deepest point of deep pool's bottom 173.00 ft amsl
Design must meet one of the following two options:
This design meets Option #1,

Top of PPE is within 6" of SHWT, If yes: y (Y or N)
SHWT (Seasonally High Water Table) 174.00 ft amsl OK
This design meets Option #2,

Wetland has liner with permeability < 0.01 in/hr, If yes: (Y or N)
Depth of topsoil above impermeable liner in
Topographic Zone Depths
Temporary Pool
Shallow Land 12.00 in OK
Permanent Pool
Shallow Water 6.00 in OK
Deep Pool (shallowest) 18.00 in OK
Deep Pool (deepest) 18.00 in OK
Planting Plan
Are cattails included in the planting plan? n (Y or N) OK
Number of Plants recommended in Shallow Water Area:
Herbaceous Wcubic-inch container) 1,350
Number of Plants recommended in Shallow Land Area:
Herbaceous Wcubic-inch container), OR 1,250
Shrubs (1 gallon or larger), OR 200
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch) 25 and 1,000
Number of Plants provided in Shallow Water Area:
Herbaceous (4'cubic-inch container) 1,402 OK
Number of Plants provided in Shallow Land Area:
Herbaceous (4'cubic-inch container) 1,389 OK
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
Additional Information
Can the design volume be contained? y (Y or N) OK
Does project drain to SA waters? If yes, n (Y or N) Excess volume must pass through filter.
What is the length of the vegetated filter? ft
Are calculations for supporting the design volume provided in the

application? y (Y or N) OK
Is BMP sized to handle all runoff from ultimate build-out? y (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 :1 OK
Approximate wetland length 140.00 ft
Approximate wetland width 91.00 ft
Approximate surface area using length and width provided 12,740.00 ftZ 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 SW401-Wetland-Rev.6-11/16/09 Parts I and 11. Project Design Summary, Page 2 of 2
Watershed Model Schematic
y aflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hydrograph Return Period HRExtension for AutoCAD®Civil 3D® 2009 by Autodesk, Inc. v6.066
H yd rog ra p h Summary Re ply FatTow 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 3.875 2 724 28,739 2 175.67 21,685 Cons. Wetland Routing
constructed wetland.gpw Return Period: 1 Year Wednesday, Mar 2, 2011
Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Cons. Wetland Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Development
Reservoir name = Constructed Wetland
Wednesday, Mar 2, 2011
Peak discharge = 3.875 cfs
Time to peak = 724 min
Hyd. volume = 28,739 cuft
Max. Elevation = 175.67 ft
Max. Storage = 21,685 cuft
Storage Indication method used. Wet pond routing start elevation = 174.40 ft.
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 ' '
0 360
Hyd No. 3
Cons. Wetland Routing
Hyd. No. 3 -- 1 Year
/10 1080 1440
Hyd No. 2
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
1800 2160 2520 2880 3240 3600
Time (
- _ Total storage used = 21,685 cuft (min)
Pond Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Mar 2, 2011
Pond No. 1 - Constructed Wetland
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 172.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 172.00 693 0 0
1.00 173.00 2,163 1,360 1,360
2.00 174.00 6,818 4,273 5,633
3.00 175.00 9,971 8,344 13,977
4.00 176.00 13,170 11,532 25,509
5.00 177.00 14,580 13,868 39,377
6.00 178.00 16,062 15,313 54,691
7.00 179.00 17,619 16,833 71,523
8.00 180.00 19,319 18,461 89,984
Culvert / Orifice Structures Weir Structures
[A]
Rise (in) = 24.00
Span (in) = 24.00
No. Barrels = 1
Invert El. (ft) = 173.15
Length (ft) = 230.00
Slope (%) = 0.50
N-Value = .013
Orifice Coeff. = 0.60
Multi-Stage = n/a [B]
1.75
1.75
1
174.50
0.00
0.00
.013
0.60
Yes [C]
0.00
0.00
0
0.00
0.00
0.00
.013
0.60
No [PrfRsr]
0.00
0.00
0
0.00
0.00
n/a
n/a
0.60
No
Crest Len (ft)
Crest El. (ft)
Weir Coeff.
Weir Type
Multi-Stage

Exfil.(in/hr)
TW Elev. (ft) [A] [B]
= 16.00 0.00
= 175.50 0.00
= 3.33 3.33
= Riser ---
= Yes No

= 0.000 (by Contour)
= 0.00 [C]
0.00
0.00
3.33
---
No [D]
0.00
0.00
3.33
---
No
Note: Culvert/Orifi ce outflows are anal yzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharg e Table
Stage Storage Elevation Clv A Civ 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 0 172.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0
000
0.10 136 172.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.20 272 172.20 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.30 408 172.30 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.40 544 172.40 0.00 0.00 --- --- 0.00 --- --- --- -- -- .
0
000
0.50 680 172.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.60 816 172.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.70 952 172.70 0.00 0.00 --- --- 0.00 --- --- --- -- --- .
0
000
0.80 1,088 172.80 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.90 1,224 172.90 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.00 1,360 173.00 0.00 0.00 --- --- 0.00 -- --- --- --- --- .
0
000
1.10 1,787 173.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.20 2,215 173.20 0.00 0.00 --- --- 0.00 --- -- --- --- --- .
0
000
1.30 2,642 173.30 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.40 3,069 173.40 0.00 0.00 -- --- 0.00 --- --- --- --- --- .
0
000
1.50 3,497 173.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.60 3,924 173.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.70 4,351 173.70 0.00 0.00 --- 0.00 --- -- --- -- --- .
0
000
1.80 4,779 173.80 0.00 0.00 --- --- 0.00 --- --- --- -- --- .
0
000
1.90 5,206 173.90 0.00 0.00 --- 0
00 --- .

2.00
5,633 174.00
0.00
0.00
--- .
--- 0
00
--- --- --- --- --- 0.000

2.10
6,468 174.10
0.00
0.00
--- .
--- 0
00
--- -- --- --- - 0.000

2.20
7,302 174.20
0.00
0.00
--- .
-- 0
00
--- --- --- --- - 0.000

2.30
8,136 174.30
0.00
0.00
--- .
--- 0
00
--- --
--- --- --- --- 0.000

2.40
8,971 174.40
0.00
0.00
--- .
0
00
---
- --- --- --- 0.000

2.50
9,805 174.50
0.00
0.00
--- .
--- 0
00
--- -- --- --- --- 0.000

2.60
10,640 174.60
0.01 is
0.01 is
--- .
- 0
00
--- ---
-- --- 0.000

2.70
11,474 174.70
0.03 is
0.03 is
--- .
--- 0
00
--- - --- --- --- 0.013

2.80
12,308 174.80
0.04 is
0.04 is
-- .
- 0
00
--- --- --- --- --- 0.029

2.90
13,143 174.90
0.05 is
0.05 is
--- .
-- 0
00
--- --- --- --- --- 0.038

3.00
13,977 175.00
0.06 is
0.05 is
--- .
--- 0
00
--- -- --- --- -- 0.046

3.10
15,130 175.10
0.06 is
0.06 is
--- .
--- 0
00
--- ---
-- --- --- 0.053

3.20
16,284 175.20
0.06 is
0.06 is
--- .
--- 0
00
--- - --- --- --- 0.058
. --- --- --- --- 0.064
Continues on next page...
6
Constructed Wetiand
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.30 17,437 175.30 0.07 is 0.07 is --- --- 0.00 --- --- --- --- --- 0
069
140 18,590 175.40 0.07 is 0.07 is --- --- 0.00 --- --- --- --- --- .
0
073
3.50 19,743 175.50 0.08 is 0.08 is --- --- 0.00 --- --- --- --- --- .
0
077
3.60 20,897 175.60 1.81 is 0.08 is -- -- 1.69 --- --- --- --- --- .
1
767
3.70 22050 175.70 4.87 is 0.09 is --- --- 4.77 --- --- --- --- --- .
4
851
3.80 23,203 175.80 8.91 is 0.09 is --- --- 8.75 --- --- --- --- --- .
8
844
3.90 24,356 175.90 13.55 oc 0.06 is --- --- 13.48 --- --- --- --- --- .
13
55
4.00 25,509 176.00 16.01 oc 0.04 is --- --- 15.97s --- --- --- --- --- .
16
01
4.10 26,896 176.10 16.87 oc 0.03 is --- --- 16.84s --- --- --- --- --- .
16
87
4.20 28,283 176.20 17.51 oc 0.03 is --- --- 17.48s --- --- --- --- --- .
17
51
4.30 29,670 176.30 18.05 oc 0.02 is --- --- 18.02s --- --- --- --- --- .
18
04
4.40 31,057 176.40 18.53 oc 0.02 is --- --- 18.50s --- --- --- --- --- .
18
51
4.50 32,443 176.50 18.97 oc 0.02 is --- --- 18.95s --- --- --- --- --- .
18
97
4.60 33,830 176.60 19.39 oc 0.02 is --- --- 19.37s --- --- --- --- --- .
19
38
4.70 35,217 176.70 19.78 oc 0.01 is --- --- 19.76s --- --- --- --- --- .
19
78
4.80 36,604 176.80 20.17 oc 0.01 is --- --- 20.13s --- --- --- --- --- .
20
14
4.90 37,990 176.90 20.54 oc 0.01 is --- --- 20.53s --- --- --- --- --- .
20
54
5.00 39,377 177.00 20.91 oc 0.01 is --- --- 20.86s --- --- --- --- --- .
20
87
5.10 40,908 177.10 21.26 oc 0.01 is --- --- 21.22s --- --- --- --- --- .
21
23
5.20 42,440 177.20 21.61 oc 0.01 is --- --- 21.60s --- --- --- --- --- .
21
60
5.30 43,971 177.30 21.95 oc 0.01 is --- --- 21.94s --- --- --- --- --- .
21
95
5.40 45,503 177.40 22.29 oc 0.01 is --- --- 22.23s --- _- --- --- --- .
22
24
5.50 47,034 177.50 22.62 oc 0.01 is --- --- 22.57s --- --- --- --- --- .
22
58
5.60 48,565 177.60 22.95 oc 0.01 is --- --- 22.84s --- --- --- --- --- .
22
85
5.70 50,097 177.70 23.27 oc 0.01 is --- --- 23.15s --- --- --- --- --- .
23
16
5.80 51,628 177.80 23.58 oc 0.01 is --- --- 23.46s --- --- --- --- --- .
23
47
5.90 53,159 177.90 23.89 oc 0.01 is --- --- 23.76s -- --- --- --- --- .
23
77
6.00 54,691 178.00 24.20 oc 0.01 is --- --- 24.10s --- --- --- --- --- .
24
11
6.10 56,374 178.10 24.50 oc 0.01 is --- --- 24.34s --- --- --- --- --- .
24
34
6.20 58,057 178.20 24.80 oc 0.01 is --- --- 24.62s --- --- --- --- --- .
24
63
6.30 59,740 178.30 25.09 oc 0.01 is -- --- 25.03s --- --- --- --- --- .
25
04
6.40 61,424 178.40 25.39 oc 0.01 is --- --- 25.35s --- --- --- --- --- .
25
36
6.50 63,107 178.50 25.67 oc 0.01 is --- --- 25.63s --- --- --- --- --- .
25
63
6.60 64,790 178.60 25.96 oc 0.00 is --- --- 25.82s --- --- --- --- --- .
25
83
6.70 66,474 178.70 26.24 oc 0.00 is --- --- 26.15s --- --- --- --- --- .
26
15
6.80 68,157 178.80 26.52 oc 0.00 is --- --- 26.47s --- --- --- --- --- .
26
48
6.90 69,840 178.90 26.79 oc 0.00 is --- --- 26.71s --- --- --- --- --- .
26
72
7.00 71,523 179.00 27.07 oc 0.00 is --- --- 26.89s --- --- --- --- --- .
26
90
7.10 73,369 179.10 27.34 oc 0.00 is --- --- 27.02s --- --- --- --- --- .
27
03
7.20 75,216 179.20 27.60 oc 0.00 is --- --- 27.39s --- --- --- --- --- .
27
39
7.30 77,062 179.30 27.87 oc 0.00 is --- --- 27.80s --- --- --- --- --- .
27
81
7.40 78,908 179.40 28.13 oc 0.00 is --- --- 28.12s --- -- --- --- --- .
28
12
7.50 80,754 179.50 28.39 oc 0.00 is --- --- 28.00s --- --- --- --- --- .
28
00
7.60 82,600 179.60 28.65 oc 0.00 is --- --- 28.28s --- --- --- --- --- .
28
29
7.70 84,446 179.70 28.90 oc 0.00 is --- --- 28.45s --- --- --- --- --- .
28
45
7.80 86,292 179.80 29.16 oc 0.00 is --- --- 28.64s -- --- --- --- --- .
28
65
7.90 88,138 179.90 29.41 oc 0.00 is --- --- 29.34s --- --- --- --- --- .
29
34
8.00 89,984 180.00 29.65 oc 0.00 is --- --- 29.43s --- --- --- --- --- .
29.44
...End
Hyd rog ra p h Summary Re ply rraffow 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 17.98 2 718 36,062 ------ ------ ------ Pre-development
2 SCS Runoff 22.11 2 716 44,693 ------ ------ ------ Post Development
3 Reservoir 14.37 2 722 43,567 2 175.95 24,742 Cons. Wetland Routing
constructed wetland.gpw Return Period: 2 Year Wednesday, Mar 2, 2011
Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Cons. Wetland Routing
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 2 - Post Development Max. Elevation
Reservoir name = Constructed Wetland Max. Storage
Wednesday, Mar 2, 2011
= 14.37 cfs
= 722 min
= 43,567 cult
= 175.95 ft
= 24,742 cuft
Storage Indication method used. Wet pond routing start elevation = 174.40 ft.
Cons. Wetland Routing
Q (cfs) Q (cfs
Hyd. No. 3 -- 2 Year )
24.00
24.00
20.00
20.00
16.00
16.00
12.00 12.00
8.00
8.00
4.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 - Hyd No. 2 Total storage used = 24,742 cuft Time (min)
Hyd rog ra p h Summary Re ply ratTow Hydrographs Extension for AutoCADO Civil 3DO 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
(cuft) 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 19.64 2 722 80,834 2 176.67 34,748 Cons. Wetland Routing
constructed wetland.gpw Return Period: 10 Year Wednesday, Mar 2, 2011
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Cons. Wetland Routing
Hydrograph type = Reservoir
Storm frequency = 10 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)
40.00
30.00
20.00
10.00
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 3 - Hyd No. 2 Total storage used = 34,748 cuft Time (min)
Cons. Wetland Routing
Hyd. No. 3 -- 10 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
10
Wednesday, Mar 2, 2011
= 19.64 cfs
= 722 min
= 80,834 cult
= 176.67 ft
= 34,748 cult
• 11
H yd ro g ra p h Summary Re ply rratTow 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
(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 21.38 2 722 103,469 2 177.15 41,519 Cons. Wetland Routing
constructed wetland.gpw Return Period: 25 Year Wednesday, Mar 2, 2011
Hydrograph Report 12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Mar 2, 2011
Hyd. No. 3
Cons. Wetland Routing
Hydrograph type = Reservoir Peak discharge = 21.38 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 103,469 cult
Inflow hyd. No. = 2 -Post Development Max. Elevation = 177.15 ft
Reservoir name = Constructed Wetland Max. Storage = 41,519 cuft
Storage Indication method used. Wet pond routing start elevation = 174.40 ft.
Cons. Wetland Routing
Q (cfs) Hyd. No. 3 -- 25 Year
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
U 12U 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Hyd No. 2 Total storage used = 41,519 tuft Time (min)
13
Hydrograph Summary Re ??rq,a,?,
pli?ydFatTow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autndack Inc %1a nFa
Hydrograph Report
Wednesday, Mar 2, 2011
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Cons. Wetland Routing
Hydrograph type = Reservoir
Storm frequency = 50 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
Cons. Wetland Routing
Q (cfs)
Hyd. No. 3 -- 50 Year
60.00
50.00
Peak discharge = 22.56 cfs
Time to peak = 722 min
Hyd. volume = 121,374 cuft
Max. Elevation = 177.52 ft
Max. Storage = 46,969 cuft
14
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 3 Hyd No. 2 Total storage used = 46,969 cuft Time (min)
15
Hydrograph Summary Re HydrrafT,,,??
pow Hydrographs Extension for AutoCAD® Civil 3Dn 2009 by A rtnriack 1- „a nag
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Cons. Wetland Routing
Hydrograph type = Reservoir
Storm frequency = 100 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)
70.00

60.00
50.00
40.00
30.00
20.00
10.00
0.00
Cons. Wetland Routing
Hyd. No. 3 -- 100 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
16
Wednesday, Mar 2, 2011
= 23.68 cfs
= 724 min
= 139,258 cult
= 177.89 ft
= 52,691 cult
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
n nn
I ICU 4•*U %30V 40V buu (20 840 960 1080 1200 1320 1440 1560 v v
Hyd No. 3 -- Hyd No. 2 _ Total storage used = 52,691 cuft Time (min)
Hydraflow Rainfall Report
17
nywanaw nyarograpns txtension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Mar 2, 2011
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(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
Period Intensity Values (in/hr)
(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
i c = time in minutes. Values may exceed 60.
. MUU1 . me name: rcaiei n. c
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
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