20081730 Ver 1_More Info Received_20100211

Y :
Februrary 11, 2010
North Carolina Department of Environment
and Natural Resources
Division of Water Quality
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Attention: Ms. Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
SUBJECT: Responses to Request for More Information
Keith Hills West - Tract A
Cape Fear River 1030607,18-(16.7), WSIV}
Neills Creek Township
Metro Water and Sewer District
PN: 07-032
Dear Ms. Karoly,
cF R AND
warFM1.c?ITY
:tr
We offer the following responses to your "Request for More Information" letter prepared
by your office dated November 12, 2009, and offer new revised plans and calculations:
Comment No. 1: Please provide the following information about the proposed stormwater
wetland:
Response No. 1: The Stormwater wetland has been eliminated. This BMP has been
replaced with a wetpond in a new location. After a second site visit with
USACOE, it was determined that the existing wetlands were greater than
originally delineated. The BMP had to be relocated and a wetland would
not work in this area.
Comment No. 2: Wetland Impacts: Please furnish this office with an approved wetland
jurisdictional determination by the Corps showing all delineated wetlands
on the entire project site. (Needed to verify that there are no wetlands
impacts at the proposed wetland location or any other location on the
project site).
Response No. 2: Have met with the Corps on site and the wetlands for this project area
have been correctly delineated on this plan.
PAPENNW\O7032\0l£ce\cyndi karoly ncdenr tract a kr 02-11-10.doc
GREEN ENGINEERING, PLLC
WATER, WASTEWATER SURVEYING, PLANNING, PROJECT MANAGEMENT
303 N. GOLDSBORO ST. PO BOX 609 WILSON N.C. 27893 TEL [phone] FAX [phone] WWW.GREENENGINEERING.COM
o$-?13co v2?
We trust that the foregoing responses will be sufficient for you to complete your review.
Should you need additional information, please advise.
Respectfully,
Sean Hein, PLS
SH/pbg
P:\PENNW\07032\Office\cyndi karoly ncdenr tract a Itr 02-11-10.doc
Permit
*4
NCDENR
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.
(to be provided by DWQ)
OaO? ?Ar?RPG
?n
a:. i', rY.?y, Tak}'Lts y+? s't };.i,ti? •.r??i? rw
Project name With Hills Tract "A"
Contact person Sean P. Hein
Phone number 252-237-5365 -
Date 211112010
Drainage area number 1
Site Characteristics
Drainage area 397,528 ft3
Impervious area, post-development 196,000 fe
% impervious 49.30%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 32,464 ft3 OK
Volume provided 39,986 ft3
OK, volume provided is equal to or in excess of volume required.
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 1yr 24hr stone 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
fill
ft3
to
ft3
fill
n (Y or N)
0.6 in
0.20 (unitless)
0.50 (unitless)
2.54 in/hr OK
4.14 ft3/sec
8.27 ft3/sec
4.13 ft3/sec
130.00 hsl
128.00 hsl
fmsl
128.50 hsl
127.50 hsl Data not needed for calculation option #1, but OK if provided.
125.00 hsl
124.00 hsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
y (Y or N)
130.0 hsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
11. D :. ! A WWATION
Surface Areas
Area, temporary pool 13,071 fe
Area REQUIRED, permanent pool 8,189 if
SAIDA ratio 2 06 (unitless)
Area PROVIDED, permanent pool, Apm_p o, 8,502 ft` OK
Area, bottom of 1Oft vegetated shelf, AWLAeff 5,307
Area, sediment cleanout, top elevation (bottom of pond), Abo,yond 3,351 f?
Volumes
Volume, temporary pool 39,986 ft3 OK
Volume, permanent pool, Vp,,„ -,.l 17,776 ft3
Volume, forebay (sum of forebays if more than one forebay) 3,769 ft3
Forebay % of permanent pool volume 21.2% % OK
SAIDA Table Data
Design TSS removal 85%
Coastal SAIDA Table Used? n (Y or N)
Mountain/Piedmont SAIDA Table Used? y (Y or N)
SAIDA ratio 2.06 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) y (Y or N)
Volume, permanent pool, Vp,--,-i 17776 ft°
Area provided, permanent pool, AP,-_P-1 8,502 ft
Average depth calculated 3.00 ft OK
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) 3.0 ft OK
Calculation option 2 used? (See Figure 10-2b) n (Y or N)
Area provided, permanent pool, Apa.yoo, 8,502 ft`
Area, bottom of 1Oft vegetated shelf, Abotehe„ 5,307 fe
Area, sediment cleanout, top elevation (bottom of pond), AboLa«,d 3,351 fe
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment) 2.50 It
Average depth calculated 3.00 ft OK
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft) 3.0 ft OK
Drawdown Calculations
Drawdown through orifice? y (Y or N)
Diameter of orifice (if circular) 2,00 in
Area of orifice (if-non-circular) in,
Coefficient of discharge (CO) 0.60 (unitless)
Driving head (Ho) 2,00 ft
Drawdown through weir? n (Y or N)
Weir type (unitless)
Coefficient of discharge (CW) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 4.14 ft3/sec
Post-development 1-yr, 24-hr peak flow 8.27 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.09 ft3/sec
Storage volume drawdown time 2.06 days
Additional Information
Vegetated side slopes 3 :1
Vegetated shelf slope 10 :1
Vegetated shelf width 10.0 ft
Length of flowpath to width ratio 3 :1
Length to width ratio 2.0 :1
Trash rack for overflow & orifice? y (Y or N)
Freeboard provided 1.0 ft
Vegetated filter provided? y (Y or N)
Recorded drainage easement provided? y (Y or N)
Capures all runoff at ultimate build-out? y (Y or N)
Drain mechanism for maintenance or emergencies is:
Forth SW401-Wet Detention Basin-Rev.8-9/17/09
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Parts I. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)

Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM,
- Overflow device, and
I) - Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
b
? ' / ?1 "
'
{ 3. Section view of the wet detention basin (1
= 20
or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
r 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6
. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7
The su
ortin
l
l
ti
.
pp
g ca
cu
a
ons.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
?r •? 9. A copy of the deed restrictions (if required).
S 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Keith Hills Tract "A"
Wet Pond Calculations
February 11, 2010
Design Criteria:
1. Use Schueler's Method for calculating required volume of storage for first 1" of rainfall
run-off given site impervious area.
2. Site impervious area = 4.5 acres
Site area = 9.126 acres
Percent impervious = 49.31 %
3. Design with a minimum 3 foot permanent pool depth and 85% TSS Removal.
Results in a SD/SA Ratio of 2.24
Percent Impervious SD/SA
50 2.06
Pond Design:
1. Pond surface area required =
((2.06/100) * 9.126) * 43,560 = 8,190 sf
Pond surface area provided at elevation 128.00' = 8,502 sf
2. Minimum storage volume required for treatment of 2 to 5 day drawdown =
Rv = 0.05 + 0.009 (I) Rv = Runoff coefficient
= 0.05 + 0.009 (49.31) I = Impervious Area (%)
= 0.4938 in/in
Required Volume = (Design Rainfall) (Rv) (Drainage Area)
_ (1") (0.49 in/in) (1 ft/ 12 in) (9.126 ac)
= 0.3726 ac - ft = 16,232 cf
Surface Area at Permanent Pool = 8,502 sf
Need approximately 2.00 feet of storage (Vol/SA) = (16232/8502)
Provided storage for 2.0' to elevation 130.00'
P:\PENNW\07032.2\Engineering\pond calculations.doc 1
Surface area at top of riser elevation 130.0' = 13,071 sf
Volume provided = 39,986 cf (from stage storage chart)
3. Determine total pond volume:
Stage Surface Area Storage
124.0 2669 sf 0 cf
125.0 4168 sf 0 cf
126.0 5176 sf 4672 cf
127.0 6265 sf 10392 cf
128.0 8502 sf 17776 cf
129.0 1-1424 sf 27739 cf
130.0 13071 sf 39986 cf
131.0 16007 sf 54525 cf
132.0 17547 sf 71302 cf
4. Determine required volume of forebay.
Provided volume in permanent pool = 17776 cf
Volume required in forebay = 3555 cf
(17776 cf * 0.2)
Volume provided in forebay = 3769 cf
5. Determine orifice size for drawdown of 1" runoff
Volume of first 1" runoff = 16,232 cf
(Sediment Cleanout)
(Bottom of Pond)
(Permanent Pool)
(Top of Riser)
(Emergency Spillway)
Two day drawdown flow: Q(2) = 16232 cf/1 min/1 hr / two days = 0.0939 cf/sec
Five day drawdown flow: Q(5) = 16232 cf/1 min/l hr / five days = 0.0376 cf/sec
Try 1" orifice: Q=cd *A* sqrt (2gh) cd = 0.60
Q=(0.60) * (0.0055) * (sgrt(2*32.2*0.75))
Q=0.023 cfs
With a 1 "orifice, the 1" runoff will take approximately 8 days to drain.
Try 2" Orifice:Q = cd *A* sgrt (2gh) cd = 0.60
Q = (0.60) * (0.0218) * (sgrt(2* 32.2 * 0.75)
Q = 0.091 cfs
With a 2"orifice, the 1" runoff will take approximately 2 days and 1.5 hours to drain.
Try 4" Orifice:Q = cd *A* sqrt (2gh) cd = 0.60
Q = (0.60) * (0.0855) * (sgrt(2* 32.2 * 0.75)
Q = 0.3565 cfs
PAPENW07032.2\Engineering\pond catculations.doc 2
With a 4"orifice, the 1" runoff will take approximately 12.5 hours to drain.
Use 2" orifice
See enclosed routing chart for Time and flows.
6. Verify spillway will control larger storms.
Drainage area = 9.126 acres
Impervious surface area = 4.5 acres
Rational coefficient = 0.6
Rainfall Frequency Intensity Q
10 year 7.50 41.1
25 year 8.19 44.8
100 year 9.72 53.2
Provide 5'x5' inside diameter concrete riser with top elevation at 130.00'
36" RCP leaving riser with invert elevation of 125.00'
Frequency Flow Above Riser Elevation Culvert Flow Height Elevation
10 year 0.78' 130.78' 1.90' 126.90'
25 year 0.82' 130.82' 2.10' 127.10'
100 year 0.92' 138.92' 2.40' 127.40'
Top of pond =132.00'
Max height of 100 year storm = 130.92' (1.08' freeboard)
Note: 100 year flow calculation did not include detention area in pond which will lower
the overall effect of a 100 year storm event.
See enclosed routing for time and flows.
P:\PENNW\07032.2\Engineering\pond calculations.doc 3
Stage Storage Weir 1 Q Weir 2 Q Discharge
(ft) (ac-ft) (cfs) (cfs) (cfs)
125.00 0.00 0.00 0.00 0.00
126.00 0.11 0.00 0.00 0.00
127.00 0.24 0.00 0.00 0.00
128.00 0.41 0.00 0.00 0.00
129.00 0.64 0.10 0.00 0.10
130.00 0.92 0.15 0.00 0.15
131.00 1.25 0.19 66.60 66.79
132.00 1.63 0.22 188.37 188.59
Weir Numberl
Type : Circular Orifice
Equation : Q = C*A*2g^.5*H^n
Weir Invert (ft) : 128.00
C: 0.60 n: 0.50
Orifice Diameter (ft) : 0.17
Weir Number2
Type : Rect. No End Contractions
Equation : Q = B*C*H^n
Weir Invert (ft) : 130.00
C: 3.33 n: 1.50
Pond Routing
8
6
Flow
(cfs) 4
2
0
Pond Flow In
Pond Flow Out
Time (hours)
Hydrograph Type :SCS 484 Hydrograph
Time Time Rain C Rain Infiltration Excess Excess Outflow
(hr) HHMM (in) (in) (in) (in) (cfs) (cfs)
0.083 00005 0.001 0.001 0.000 0.000 0.036 0.017
0.167 00010 0.001 0.001 0.000 0.000 0.036 0.033
0.250 00015 0.001 0.002 0.000 0.000 0.036 0.039
0.333 00020 0.001 0.003 0.001 0.000 0.054 0.045
0.417 00025 0.001 0.004 0.001 0.000 0.054 0.053
0.500 00030 0.001 0.005 0.001 0.000 0.054 0.056
0.583 00035 0.001 0.006 0.001 0.000 0.054 0.054
0.667 00040 0.001 0.007 0.001 0.000 0.054 0.054
0.750 00045 0.001 0.008 0.001 0.000 0.054 0.054
0.833 00050 0.001 0.009 0.001 0.000 0.054 0.054
0.917 00055 0.001 0.010 0.001 0.000 0.054 0.054
1.000 00100 0.001 0.011 0.001 0.000 0.054 0.054
1.083 00105 0.001 0.012 0.001 0.000 0.054 0.054
1.167 00110 0.001 0.013 0.001 0.000 0.054 0.054
1.250 00115 0.001 0.014 0.001 0.000 0.054 0.054
1.333 00120 0.001 0.015 0.001 0.000 0.054 0.054
1.417 00125 0.001 0.016 0.001 0.000 0.054 0.054
1.500 00130 0.001 0.017 0.001 0.000 0.054 0.054
1.583 00135 0.001 0.018 0.001 0.000 0.054 0.054
1.667 00140 0.001 0.019 0.001 0.000 0.054 0.054
1.750 00145 0.001 0.020 0.001 0.000 0.054 0.054
1.833 00150 0.001 0.021 0.001 0.000 0.054 0.054
1.917 00155 0.001 0.022 0.001 0.000 0.054 0.054
2.000 00200 0.001 0.023 0.001 0.000 0.054 0.054
2.083 00205 0.001 0.024 0.001 0.000 0.054 0.054
2.167 00210 0.001 0.025 0.001 0.000 0.054 0.054
2.250 00215 0.001 0.026 0.001 0.000 0.054 0.054
2.333 00220 0.001 0.027 0.001 0.000 0.054 0.054
2.417 00225 0.001 0.028 0.001 0.000 0.054 0.054
2.500 00230 0.001 0.029 0.001 0.000 0.054 0.054
2.583 00235 0.001 0.030 0.001 0.000 0.054 0.054
2.667 00240 0.001 0.031 0.001 0.000 0.054 0.054
2.750 00245 0.001 0.032 0.001 0.000 0.054 0.054
2.833 00250 0.001 0.033 0.001 0.000 0.054 0.054
2.917 00255 0.001 0.034 0.001 0.000 0.054 0.054
3.000 00300 0.001 0.035 0.001 0.000 0.054 0.054
3.083 00305 0.001 0.036 0.001 0.000 0.054 0.054
3.167 00310 0.001 0.037 0.001 0.000 0.054 0.054
3.250 00315 0.001 0.038 0.001 0.000 0.054 0.054
3.333 00320 0.001 0.039 0.001 0.000 0.054 0.054
3.417 00325 0.001 0.040 0.001 0.000 0.054 0.054
3.500 00330 0.001 0.041 0.001 0.000 0.054 0.054
3.583 00335 0.001 0.042 0.001 0.000 0.054 0.054
3.667 00340 0.001 0.043 0.001 0.000 0.054 0.054
3.750 00345 0.001 0.044 0.001 0.000 0.054 0.054
3.833 00350 0.001 0.045 0.001 0.001 0.073 0.063
3.917 00355 0.001 0.047 0.001 0.001 0.073 0.071
4.000 00400 0.001 0.048 0.001 0.001 0.073 0.074
4.083 00405 0.001 0.049 0.001 0.001 0.073 0.073
4.167 00410 0.001 0.051 0.001 0.001 0.073 0.073
4.250 00415 0.001 0.052 0.001 0.001 0.073 0.073
4.333 00420 0.001 0.053 0.001 0.001 0.073 0.073
4.417 00425 0.001 0.055 0.001 0.001 0.073 0.073
4.500 00430 0.001 0.056 0.001 0.001 0.073 0.073
4.583 00435 0.001 0.057 0.001 0.001 0.073 0.073
4.667 00440 0.001 0.059 0.001 0.001 0.073 0.073
4.750 00445 0.001 0.060 0.001 0.001 0.073 0.073
4.833 00450 0.001 0.061 0.001 0.001 0.073 0.073
4.917 00455 0.001 0.063 0.001 0.001 0.073 0.073
5.000 00500 0.001 0.064 0.001 0.001 0.073 0.073
5.083 00505 0.001 0.065 0.001 0.001 0.073 0.073
5.167 00510 0.001 0.067 0.001 0.001 0.073 0.073
5.250 00515 0.001 0.068 0.001 0.001 0.073 0.073
5.333 00520 0.001 0.069 0.001 0.001 0.073 0.073
5.417 00525 0.001 0.071 0.001 0.001 0.073 0.073
5.500 00530 0.001 0.072 0.001 0.001 0.073 0.073
5.583 00535 0.001 0.073 0.001 0.001 0.073 0.073
5.667 00540 0.001 0.075 0.001 0.001 0.073 0.073
5.750 00545 0.001 0.076 0.001 0.001 0.073 0.073
5.833 00550 0.001 0.077 0.001 0.001 0.073 0.073
5.917 00555 0.001 0.079 0.001 0.001 0.073 0.073
6.000 00600 0.001 0.080 0.001 0.001 0.073 0.073
6.083 00605 0.002 0.082 0.001 0.001 0.091 0.081
6.167 00610 0.002 0.083 0.001 0.001 0.091 0.089
6.250 00615 0.002 0.085 0.001 0.001 0.091 0.092
6.333 00620 0.002 0.087 0.001 0.001 0.091 0.091
6.417 00625 0.002 0.088 0.001 0.001 0.091 0.091
6.500 00630 0.002 0.090 0.001 0.001 0.091 0.091
6.583 00635 0.002 0.092 0.001 0.001 '0.091 0.091
6.667 00640 0.002 0.093 0.001 0.001 0.091 0.091
6.750 00645 0.002 0.095 0.001 0.001 0.091 0.091
6.833 00650 0.002 0.097 0.001 0.001 0.091 0.091
6.917 00655 0.002 0.098 0.001 0.001 0.091 0.091
7.000 00700 0.002 0.100 0.001 0.001 0.091 0.091
7.083 00705 0.002 0.102 0.001 0.001 0.091 0.091
7.167 00710 0.002 0.103 0.001 0.001 0.091 0.091
7.250 00715 0.002 0.105 0.001 0.001 0.091 0.091
7.333 00720 0.002 0.107 0.001 0.001 0.091 0.091
7.417 00725 0.002 0.108 0.001 0.001 0.091 0.091
7.500 00730 0.002 0.110 0.001 0.001 0.091 0.091
7.583 00735 0.002 0.112 0.001 0.001 0.091 0.091
7.667 00740 0.002 0.113 0.001 0.001 0.091 0.091
7.750 00745 0.002 0.115 0.001 0.001 0.091 0.091
7.833 00750 0.002 0.117 0.001 0.001 0.091 0.091
7.917 00755 0.002 0.118 0.001 0.001 0.091 0.091
8.000 00800 0.002 0.120 0.001 0.001 0.091 0.091
8.083 00805 0.002 0.122 0.001 0.001 0.109 0.099
8.167 00810 0.002 0.124 0.001 0.001 0.109 0.107
8.250 00815 0.002 0.126 0.001 0.001 0.109 0.110
8.333 00820 0.002 0.128 0.001 0.001 0.127 0.117
8.417 00825 0.002 0.131 0.001 0.001 0.127 0.125
8.500 00830 0.002 0.133 0.001 0.001 0.127 0.129
8.583 00835 0.002 0.135 0.001 0.001 0.127 0.127
8.667 00840 0.002 0.138 0.001 0.001 0.127 0.127
8.750 00845 0.002 0.140 0.001 0.001 0.127 0.127
8.833 00850 0.002 0.142 0.001 0.001 0.127 0.127
8.917 00855 0.002 0.145 0.001 0.001 0.127 0.127
9.000 00900 0.002 0.147 0.001 0.001 0.127 0.127
9.083 00905 0.003 0.150 0.001 0.001 0.145 0.135
9.167 00910 0.003 0.152 0.001 0.001 0.145 0.143
9.250 00915 0.003 0.155 0.001 0.001 0.145 0.147
9.333 00920 0.003 0.158 0.001 0.001 0.145 0.145
9.417 00925 0.003 0.160 0.001 0.001 0.145 0.145
9.500 00930 0.003 0.163 0.001 0.001 0.145 0.145
9.583 00935 0.003 0.166 0.002 0.001 0.163 0.154
9.667 00940 0.003 0.169 0.002 0.001 0.163 0.162
9.750 00945 0.003 0.172 0.002 0.001 0.163 0.165
9.833 00950 0.003 0.175 0.002 0.001 0.163 0.163
9.917 00955 0.003 0.178 0.002 0.001 0.163 0.163
10.00 01000 0.003 0.181 0.002 0.001 0.163 0.163
10.08 01005 0.003 0.184 0.002 0.002 0.181 0.172
10.16 01010 0.003 0.188 0.002 0.002 0.181 0.180
10.25 01015 0.003 0.191 0.002 0.002 0.181 0.183
10.33 01020 0.004 0.195 0.002 0.002 0.218 0.198
10.41 01025 0.004 0.199 0.002 0.002 0.218 0.214
10.50 01030 0.004 0.203 0.002 0.002 0.218 0.221
10.58 01035 0.005 0.208 0.003 0.002 0.272 0.243
10.66 01040 0.005 0.213 0.003 0.002 0.272 0.267
10.75 01045 0.005 0.218 0.003 0.002 0.272 0.277
10.83 01050 0.006 0.224 0.003 0.003 0.327 0.297
10.91 01055 0.006 0.230 0.003 0.003 0.327 0.322
11.00 01100 0.006 0.236 0.003 0.003 0.327 0.331
11.08 01105 0.007 0.243 0.004 0.003 0.381 0.352
11.16 01110 0.007 0.250 0.004 0.003 0.381 0.376
11.25 01115 0.007 0.257 0.004 0.003 0.381 0.386
11.33 01120 0.009 0.266 0.004 0.004 0.472 0.423
11.41 01125 0.009 0.274 0.004 0.004 0.472 0.463
11.50 01130 0.009 0.283 0.004 0.004 0.472 0.480
11.58 01135 0.035 0.318 0.018 0.017 1.887 1.127
11.66 01140 0.035 0.352 0.018 0.017 1.887 1.756
11.75 01145 0.035 0.387 0.017 0.017 1.923 2.026
11.83 01150 0.092 0.479 0.043 0.049 5.442 3.548
11.91 01155 0.092 0.571 0.039 0.053 5.879 5.322
12.00 01200 0.092 0.663 0.035 0.057 6.259 6.319
12.08 01205 0.015 0.678 0.005 0.009 1.029 3.842
12.16 01210 0.015 0.692 0.005 0.009 1.038 1.550
12.25 01215 0.015 0.707 0.005 0.009 1.046 0.588
12.33 01220 0.009 0.716 0.003 0.006 0.670 0.872
12.41 01225 0.009 0.726 0.003 0.006 0.673 0.707
12.50 01230 0.009 0.735 0.003 0.006 0.676 0.641
12.58 01235 0.008 0.743 0.003 0.005 0.557 0.621
12.66 01240 0.008 0.750 0.003 0.005 0.559 0.570
12.75 01245 0.008 0.758 0.003 0.005 0.562 0.550
12.83 01250 0.006 0.764 0.002 0.004 0.441 0.506
12.91 01255 0.006 0.770 0.002 0.004 0.442 0.453
13.00 01300 0.006 0.776 0.002 0.004 0.443 0.432
13.08 01305 0.005 0.781 0.002 0.003 0.370 0.410
13.16 01310 0.005 0.786 0.002 0.003 0.371 0.378
13.25 01315 0.005 0.791 0.002 0.003 0.372 0.365
13.33 01320 0.004 0.795 0.001 0.003 0.323 0.349
13.41 01325 0.004 0.800 0.001 0.003 0.324 0.328
13.50 01330 0.004 0.804 0.001 0.003 0.324 0.320
13.58 01335 0.004 0.808 0.001 0.002 0.275 0.301
13.66 01340 0.004 0.811 0.001 0.002 0.275 0.280
13.75 01345 0.004 0.815 0.001 0.002 0.276 0.271
13.83 01350 0.003 0.818 0.001 0.002 0.251 0.264
13.91 01355 0.003 0.822 0.001 0.002 0.251 0.253
14.00 01400 0.003 0.825 0.001 0.002 0.252 0.249
14.08 01405 0.003 0.828 0.001 0.002 0.227 0.240
14.16 01410 0.003 0.831 0.001 0.002 0.227 0.229
14.25 01415 0.003 0.834 0.001 0.002 0.227 0.225
14.33 01420 0.003 0.837 0.001 0.002 0.202 0.216
14.41 01425 0.003 0.839 0.001 0.002 0.203 0.205
14.50 01430 0.003 0.842 0.001 0.002 0.203 0.200
14.58 01435 0.002 0.844 0.001 0.002 0.178 0.191
14.66 01440 0.002 0.847 0.001 0.002 0.178 0.180
14.75 01445 0.002 0.849 0.001 0.002 0.178 0.176
14.83 01450 0.002 0.851 0.001 0.002 0.178 0.178
14.91 01455 0.002 0.854 0.001 0.002 0.178 0.178
15.00 01500 0.002 0.856 0.001 0.002 0.178 0.178
15.08 01505 0.002 0.858 0.001 0.002 0.179 0.179
15.16 01510 0.002 0.861 0.001 0.002 0.179 0.179
15.25 01515 0.002 0.863 0.001 0.002 0.179 0.179
15.33 01520 0.002 0.865 0.001 0.001 0.153 0.167
15.41 01525 0.002 0.867 0.001 0.001 0.154 0.156
15.50 01530 0.002 0.869 0.001 0.001 0.154 0.151
15.58 01535 0.002 0.871 0.001 0.001 0.154 0.154
15.66 01540 0.002 0.873 0.001 0.001 0.154 0.154
15.75 01545 0.002 0.875 0.001 0.001 0.154 0.154
15.83 01550 0.002 0.877 0.001 0.001 0.154 0.154
15.91 01555 0.002 0.879 0.001 0.001 0.154 0.154
16.00 01600 0.002 0.881 0.001 0.001 0.154 0.154
16.08 01605 0.002 0.883 0.001 0.001 0.155 0.154
16.16 01610 0.002 0.885 0.001 0.001 0.155 0.155
16.25 01615 0.002 0.887 0.001 0.001 0.155 0.155
16.33 01620 0.002 0.889 0.001 0.001 0.155 0.155
16.41 01625 0.002 0.891 0.001 0.001 0.155 0.155
16.50 01630 0.002 0.893 0.001 0.001 0.155 0.155
16.58 01635 0.002 0.895 0.000 0.001 0.129 0.143
16.66 01640 0.002 0.896 0.000 0.001 0.129 0.132
16.75 01645 0.002 0.898 0.000 0.001 0.130 0.127
16.83 01650 0.002 0.900 0.000 0.001 0.130 0.130
16.91 01655 0.002 0.901 0.000 0.001 0.130 0.130
17.00 01700 0.002 0.903 0.000 0.001 0.130 0.130
17.08 01705 0.002 0.905 0.000 0.001 0.130 0.130
17.16 01710 0.002 0.906 0.000 0.001 0.130 0.130
17.25 01715 0.002 0.908 0.000 0.001 0.130 0.130
17.33 01720 0.002 0.910 0.000 0.001 0.130 0.130
17.41 01725 0.002 0.911 0.000 0.001 0.130 0.130
17.50 01730 0.002 0.913 0.000 0.001 0.130 0.130
17.58 01735 0.002 0.915 0.000 0.001 0.130 0.130
17.66 01740 0.002 0.916 0.000 0.001 0.130 0.130
17.75 01745 0.002 0.918 0.000 0.001 0.130 0.130
17.83 01750 0.001 0.919 0.000 0.001 0.104 0.118
17.91 01755 0.001 0.921 0.000 0.001 0.104 0.107
18.00 01800 0.001 0.922 0.000 0.001 0.105 0.102
18.08 01805 0.001 0.923 0.000 0.001 0.105 0.105
18.16 01810 0.001 0.925 0.000 0.001 0.105 0.105
18.25 01815 0.001 0.926 0.000 0.001 0.105 0.105
18.33 01820 0.001 0.927 0.000 0.001 0.105 0.105
18.41 01825 0.001 0.929 0.000 0.001 0.105 0.105
18.50 01830 0.001 0.930 0.000 0.001 0.105 0.105
18.58 01835 0.001 0.931 0.000 0.001 0.105 0.105
18.66 01840 0.001 0.933 0.000 0.001 0.105 0.105
18.75 01845 0.001 0.934 0.000 0.001 0.105 0.105
18.83 01850 0.001 0.935 0.000 0.001 0.105 0.105
18.91 01855 0.001 0.937 0.000 0.001 0.105 0.105
19.00 01900 0.001 0.938 0.000 0.001 0.105 0.105
19.08 01905 0.001 0.939 0.000 0.001 0.105 0.105
19.16 01910 0.001 0.941 0.000 0.001 0.105 0.105
19.25 01915 0.001 0.942 0.000 0.001 0.105 0.105
19.33 01920 0.001 0.943 0.000 0.001 0.105 0.105
19.41 01925 0.001 0.945 0.000 0.001 0.105 0.105
19.50 01930 0.001 0.946 0.000 0.001 0.105 0.105
19.58 01935 0.001 0.947 0.000 0.001 0.105 0.105
19.66 01940 0.001 0.949 0.000 0.001 0.105 0.105
19.75 01945 0.001 0.950 0.000 0.001 0.106 0.105
19.83 01950 0.001 0.951 0.000 0.001 0.079 0.093
19.91 01955 0.001 0.952 0.000 0.001 0.079 0.082
20.00 02000 0.001 0.953 0.000 0.001 0.079 0.077
20.08 02005 0.001 0.954 0.000 0.001 0.079 0.079
20.16 02010 0.001 0.955 0.000 0.001 0.079 0.079
20.25 02015 0.001 0.956 0.000 0.001 0.079 0.079
20.33 02020 0.001 0.957 0.000 0.001 0.079 0.079
20.41 02025 0.001 0.958 0.000 0.001 0.079 0.079
20.50 02030 0.001 0.959 0.000 0.001 0.079 0.079
20.58 02035 0.001 0.960 0.000 0.001 0.079 0.079
20.66 02040 0.001 0.961 0.000 0.001 0.079 0.079
20.75 02045 0.001 0.962 0.000 0.001 0.079 0.079
20.83 02050 0.001 0.963 0.000 0.001 0.079 0.079
20.91 02055 0.001 0.964 0.000 0.001 0.080 0.079
21.00 02100 0.001 0.965 0.000 0.001 0.080 0.080
21.08 02105 0.001 0.966 0.000 0.001 0.080 0.080
21.16 02110 0.001 0.967 0.000 0.001 0.080 0.080
21.25 02115 0.001 0.968 0.000 0.001 0.080 0.080
21.33 02120 0.001 0.969 0.000 0.001 0.080 0.080
21.41 02125 0.001 0.970 0.000 0.001 0.080 0.080
21.50 02130 0.001 0.971 0.000 0.001 0.080 0.080
21.58 02135 0.001 0.972 0.000 0.001 0.080 0.080
21.66 02140 0.001 0.973 0.000 0.001 0.080 0.080
21.75 02145 0.001 0.974 0.000 0.001 0.080 0.080
21.83 02150 0.001 0.975 0.000 0.001 0.080 0.080
21.91 02155 0.001 0.976 0.000 0.001 0.080 0.080
22.00 02200 0.001 0.977 0.000 0.001 0.080 0.080
22.08 02205 0.001 0.978 0.000 0.001 0.080 0.080
22.16 02210 0.001 0.979 0.000 0.001 0.080 0.080
22.25 02215 0.001 0.980 0.000 0.001 0.080 0.080
22.33 02220 0.001 0.981 0.000 0.001 0.080 0.080
22.41 02225 0.001 0.982 0.000 0.001 0.080 0.080
22.50 02230 0.001 0.983 0.000 0.001 0.080 0.080
22.58 02235 0.001 0.984 0.000 0.001 0.080 0.080
22.66 02240 0.001 0.985 0.000 0.001 0.080 0.080
22.75 02245 0.001 0.986 0.000 0.001 0.080 0.080
22.83 02250 0.001 0.987 0.000 0.001 0.080 0.080
22.91 02255 0.001 0.988 0.000 0.001 0.080 0.080
23.00 02300 0.001 0.989 0.000 0.001 0.080 0.080
23.08 02305 0.001 0.990 0.000 0.001 0.080 0.080
23.16 02310 0.001 0.991 0.000 0.001 0.080 0.080
23.25 02315 0.001 0.992 0.000 0.001 0.080 0.080
23.33 02320 0.001 0.993 0.000 0.001 0.080 0.080
23.41 02325 0.001 0.994 0.000 0.001 0.080 0.080
23.50 02330 0.001 0.995 0.000 0.001 0.080 0.080
23.58 02335 0.001 0.996 0.000 0.001 0.080 0.080
23.66 02340 0.001 0.997 0.000 0.001 0.080 0.080
23.75 02345 0.001 0.998 0.000 0.001 0.080 0.080
23.83 02350 0.001 0.999 0.000 0.000 0.054 0.068
23.91 02355 0.001 0.999 0.000 0.000 0.054 0.056
24.00 00000 0.001 1.000 0.000 0.000 0.054 0.051
24.08 00005 0.000 1.000 0.000 0.000 0.000 0.029
1.000 0.419 0.581 0.581
Totals for Watershed in inches over 9.13 acres
Rational Coefficient = 0.581 Peak Flow (cfs) = 06.32
90
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