20110359 Ver 1_Stormwater Plans_20110826

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Zone 7 Elementary School
Stormwater Management Plan
Project Number 80171
Revised February 5, 2010
Prepared By:
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Davis-Martin-Powell and Associates
6415 Old Plank Road
High Point NC 27265

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Zone 7 Stormwater Management Plan - Revised February 5, 2010 Page 1
TABLE OF CONTENTS
Description Page
I Narrative Report 3-6
Supporting Calculations 7-10
Attachments
' Attachment No. 1- Hydroflow Pre and Post Development Report
Attachment No. 2 - Soil Type Report from Natural Resource Conservation Service
r Attachment No. 3 - Hydroflow Storm Water Report
¦ Attachment No. 4 - NOAA Precipitation Frequency Data
Attachment No. 5 - Stormwater Management Plan Sheets
SWMP-1-Pre-Development Drainage Map
SWMP-2 -Overall Grading, Drainage, Erosion Control and Post Development Drainage Plan
SWMP-3 - Stormwater Detention Plan
SWMP-4 - Storm Sewer Drainage Area Delineation Map
SWMP-5-Stormwater 10% Study Area Delineation
Zone 7 Stormwater Management Plan - Revised February 5, 2010 Page 2
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Clemmons Elementary School
Stormwater Narrative

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General
Clemmons Elementary School is located on Harper Road. The total Zone 7 school site is approximately
16.52 acres. The property is currently undeveloped and is predominately wooded with some isolated
cleared areas on the property. Some single family homes are located to the north and south of the
property. The elementary school site is part of a larger overall development plan that received
Clemmons Planning Board and Council approval in the summer of 2009. As part of this project two new
streets will be constructed along the northern and eastern boundary of the site. This Stormwater study
includes the areas of these two streets and includes these streets in the design of proposed stormwater
collection and treatment. Any future development outside of the areas of these two streets, as depicted
on the drainage basin maps included in the appendix of this report, will require development of future
storrn water treatment and collection systems. A summary of the study area included as part of this
report is as follows:
School Site Overall Acreage 16.52 Acres
Overall Drainage Basin to Proposed Stormwater Pond 20.09 Acres
j School Site Area Draining to Proposed Stormwater Pond
_ 14.29 Acres
Offsite Areas Draining to Proposed Stormwater Pond 5.80 Acres
School Site Not Draining to Pond 2.23 Acres
Purpose
The purpose of this study is determine the pre-development and post development runoff volumes for
the Zone 7 Elementary School Site. The Village of Clemmons requires the post development 2 year, 10
year and 25 year SCS 6-Hour storm runoff peak flows remain at or below pre-development values.
Further the difference in runoff volumes between the pre and post 25 year storrn water volumes must
be retained on site and released at a control rate over a 2 to 5 day period.
The proposed wet detention pond is designed for water quantity and water quality. The pond is also
oversized for future built upon area. The exact amounts of additional capacity are defined on the
stormwater plans. The pond surface area was oversized to meet a 90% reduction in Total Suspended
Solids. This design criterion was selected since a 30 foot vegetated filter strip at the pond discharge is
not part of the BPM system design.
Project Information
Proposed development on the Clemmons School site will consist of a multistory school building with first
floor coverage of approximately 62535 SE with associated parking facilities and driveways. A portion of
the development roadway and traffic circle will be constructed as part of this project. The post
Zone 7 Storrwater Nlaaagernent Plan - Revised February 26, 2010 Page 3
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development conditions in this study will include future additional impervious area of approximately 23
acres. A proposed built upon area tracking chart is included in the stormwater exhibit maps.
Hydroflow software was used to determine pre and post development runoff conditions and to design a
proposed stormwater wet pond.
The proposed stormwater wet pond is designed in accordance with Section 10 of the State of North
Carolina BMP manual. In addition stormwater detention volume is provided for the difference in runoff
between the pre and post development runoff volume for a 25 year 6 hour storm.
All SCS Curve numbers are based on class C or D soils as follows. A copy of the soil survey for the project
area is included in the appendix of this report.
Pre-Development Conditions
The Drainage Area that drains to the proposed wet detention pond is 20.09 acres consisting of the
following development densities:
Soil Type Acreage Area Hydrologic Group SCS Curve Number
Description
SmF 5.48 -- ----- Undeveloped-- - ? -._ - - 80
OkD 1 4.93 I Undeveloped __
C 74
JkB 0.27 Paved Area C/D 98
AB 0.07 Building C/D i 98
Jk13
SmD X 5.53 Undeveloped
0
04 Buildin C/D
D 77
98
.
g
Sail) 0.01 Paved Area D i 98
SmD 1.66 ; Undeveloped
P D 80
SmC j 7070
ave Area D 98
SmC ( 0.05 i Building D 98
SmC i Undeveloped
1.47 ----__ {
D 80
CoA __-
0.46 Undeveloped
! I _
.
; C 74
- -
TOTAL AREA -- - -
-
20.09 - -
Based on a weighted average the overall composite SCS curve number is 78.
Hydroflow Hydrograph program was used to model the predevelopment runoff volumes. The following
data was used to determine the pre-development hydrograph:
TIME OF CONCENTRATION
Use TR55 Method
SHEET FLOW
FLOW LENGTH 1 128
SLOPE - ----
L6.6 /a
n - ROUGHNESS COEFFICIENT 0.40 -LIGHT UNDERBRUSH
Zone 7 Stormwater Management Plan - Revised February 26, 2010 Page 4
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2-YEAR 24 HOUR STORM 3.42 INCHES
SHALLOW CONCENTRATED FLOW
FLOW LENGTH 264
L; SO P E -- ------ ------ - - - - 9.1% -- --
SURFACE DESCRIPTION UNPAVED
CHANNEL FLOW
TRAPEZOIDAL CHANNEL WITH 2' BOTTOM WIDTH SLOPE 5.6%, SIDE SLOPE 3:1, N=0.O5, FLOW =41
CFS(20 AC X 3.42 IN/HR X 0.6)
FLOW LENGTH 493 '
SLOPE 5.6%
SURFACE DESCRIPTION
COEFFICIENT
--.t O .OS - NATURAL CHANNEL, EARTH WINDING
WETTED PERIMETER 9.9 FEET
CROSS-SECTIONAL AREA OF CHANNEL 7.2 SQUARE FEET
CALCULATED TIME OF CONCENTRATION PER ATTACHMENT - 3.4 MINUTES - USE 5 MINUTES
HYDROLOGIC DATA
SCS 6-HOUR STORM DISTRIBUTION - THREE MINUTE TIME INTERVAL
The calculated pre-developed storm water flows and storm water runoff volumes were calculated as
follows:
STORM EVENT
2-Year
10-Year
25-Year
100-year-- --
PEAK FLOW
12.18 cfs -
26.56 cfs
35.71 cfs
50.93 cfs
RUNOFF VOLUME
53,354 cubic feet
108,921 cubic feet
144,549 cubic feet
204,064 cubic feet
Post-- Development Conditions
Post Development Runoff Conditions are divided into offsite and onsite drainage areas:
-------- -----
Z,one 7 Stormwater Management Plan - Revised February 26, 20 10 Page S
OFFSITE AREA
Description
Area
j SCS Curve Number
Pavements and Walks 2.68 j 98
Buildings _ 0.16 98
Grass/Wooded Areas 2.96 j 77
Total/Composite Curve No. L5.80 Acres 87
ONSITE AREA
i Description I Area
i SCS Curve Number
Gravel 0.13 90
Pavements and Walks 4.24 98
Buildings 1.43 98
Future Buildings j 2.3 E 98
Grass/Wooded Areas 16.19 ; 77
Total/Composite Curve No. 14.29 I gg
On Site Built Upon Area = 8.1 Acres or 49% of the 16.51 Acre School Site
Off Site Built Upon Area = 2.84 Acres
Overall Built Upon Area within 20.09 Study Area = 8.1+2.84=10.94 Acres or 54% of the Pond Drainage Area
Proposed Stormwater Detention Device Will be Designed for 54% Built Upon Area
Summary of Pre and Post Runoff
Storm Event Pre Dev Post Dev Post With Pond/Stage
2 10.8 cfs 21.3 cfs 2.8/770.8
10 23.7 cfs 37.2 cfs 9.2/771.0
25 - _- -`- 31.8 cfs - 46.6 cfs 17.9/771.3
100 _., _____
_
__ L45.3

?I 45.3 cfs -- - -

- 61.5 cfs

j 41.5/771.7
The top of dam will be 772.7 and meets the requirement to have 1 foot of additional free board above
the 100-year maximum water level.
STORM DRAINAGE CALCULATIONS
Hydroflow stormwater program was used to size the storm drainage network on the Zone 7 school site.
All storm drains were designed for a 25-year storm event. Rational method was used to size all storm
Zone 7 Storm%-vater Managenrent Plan - Revised February 26, 2010 Page 6
drains. Time of concentration of 5 minutes was used for each inlet. Storm water output data and
hydraulic grade line profiles are included in Attachment No. 3.
ANALYSIS OF DOWNSTREAM AREAS - 10% RULE
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A map showing the delineation of the watershed below the school site to a point that exceeds 10% of
the school watershed is included. This point is located at a 7' x7' box culvert that passes under interstate
40. -The total drainage area at that point is 292 acres, The analysis of potential adverse effects of the
increase in the 100 year storm following the development of the school was performed.
Total Drainage Area = 292 Acres
Peak Flow time for the 10°% Basin Area is shown on Page 40 in Attachment 1. This peak flow was
determined using the Kirpich method using the following input pararneters:
Length of Travel =4558 Feet
Slope=2.1%
100 Year Pre-Development Peak Flow = 1481.34 CFS
100 Year Pre-Development From School -- 45.26 cfs
100 Year Post-Development From School - 41.5 cfs
100 Year Post Development at 10% Location = 1477.6 cfs
Since post development 100-year flow will be reduced following installation of this stormwater pond
this development will have no adverse effects on the on the box culvert under interstate 40.
Zone 7 Stormwater R9anagement Plan - Revised February 26, 2010 Page 7
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Attachment No. 1- Hydrof low Pre and Post Development Report
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Hydraflow Table of Contents Stormstudy.gpw
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
' Watershed Model Schematic ........................................................................... 1
Hydrograph Return Period Recap ................................................................... 2
1 - Year
Summary Report .............................................................................................................. 3
Hydrograph Reports ........................................................................................................ 4
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions ..................................... . 4
Precipitation Report ...................................................................................................
ent Conditons
l
t D
ff
P
SCS R 5
6
.....................................
eve
opm
,
os
uno
Hydrograph No. 2,
Precipitation Report ................................................................................................... 7
+ Hydrograph No. 3, Reservoir, ROUTE THRU POND ....................................................
WET POND 9
..................................
Pond Report -
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 12

2 - Year
Summary Report ............................................................................................................ 13
Hydrograph Reports ...................................................................................................... 14
14
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions ....................................
Precipitation Report ................................................................................................. 15
Hydrograph No. 2, SCS Runoff, Post Development Conditons ................................... 16
17
Precipitation Report .................................................................................................
Hydrograph No. 3, Reservoir, ROUTE THRU POND .................................................. 18
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 19
10 - Year
Summary Report ............................................................................................................ 20
Hydrograph Reports ...................................................................................................... 21
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions .................................... 21
Precipitation Report ................................................................................................. 22
Hydrograph No. 2, SCS Runoff, Post Development Conditons .................................. 23
Precipitation Report ................................................................................................. 24
Hydrograph No. 3, Reservoir, ROUTE THRU POND .................................................. 25
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 26
25 - Year
Summary Report ............................................................................................................ 27
Hydrograph Reports ...................................................................................................... 28
' Hydrograph No. 1, SCS Runoff, Pre-Development Conditions .................................... 28
Precipitation Report ................................................................................................. 29
Hydrograph No. 2, SCS Runoff, Post Development Conditons ................................... 30
Precipitation Report ................................................................................................. 31
Hydrograph No. 3, Reservoir, ROUTE THRU POND .................................................. 32
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 33
100 - Year
Summary Report ............................................................................................................ 34
I Contents continued... stormstudy.gpw
Hydrograph Reports ...................................................................................................... 35
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions .................................... 35
' Precipitation Report ................................................................................................. 36
Hydrograph No. 2, SCS Runoff, Post Development Conditons ................................... 37
Precipitation Report ................................................................................................. 38
i ?-...-^....L. AID. r'f............:.. Mr% ITC TLJ?1 1 ?r1Al f'1 Zn
rlydrog.rap l No. 3, RCJCIvoir' RVV I C I1 If?IJ rVlvv .................................................. .J.J
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 40
I OF Report ....................................................................................................... 41
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Watershed Model SchemPyVifoW Hydrographs Extension for AutoCADO Civil 3D@ 2009 byAutodesk, Inc. v6.066
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Hyd rog raph Return Perio0ydraRel9aa!graphs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
description
No. type Hyd(s)
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 6.746 10.83 ------- ------- 23.70 31.84 ------- 45.26 Pre-Development Conditions
2 SCS Runoff ------ 15.60 21.34 ------- ------- 37.21 46.62 ------- 61.51 Post Development Conditons
3 Reservoir 2 0.480 2.750 ------- ------- 9.195 17.89 ------- 41.48 ROUTE THRU POND
4 SCS Runoff ------ 298.31 432.77 ------- ------- 822.31 071.55 ------ 481.34 10%a Study Location
Proj. file: Stormstudy.gpw Friday, Feb 5, 2010
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Hyd rog rap h Summary Re,?drOaflow 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 6.746 3 150 31,877 ------ ------ ------ Pre-Development Conditions
2 SCS Runoff 15.60 3 147 64,343 ------ ------ ------ Post Development Conditons
3 Reservoir 0.480 3 369 64,163 2 770.37 130,168 ROUTE THRU POND
4 SCS Runoff 298.31 2 728 1,074,127 ------ ------ ------ 10% Study Location
Stormstudy.gpw Return Period: 1 Year Friday, Feb 5, 2010
Hydrograph Report
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 6.746 cfs
Storm frequency = 1 yrs Time to peak = 150 min
Time interval = 3 min Hyd. volume = 31,877 cuft
Drainage area = 20.040 ac Curve number = 78*
i Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 1.97 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite (Area/CN) _ [(8.610 x 80) + (5.390 x 74) + (0.510 x 98) + (5.530 x 77)1/ 20.040
' Pre-Development Conditions
Q (cfs) Hyd. No. 1 -- 1 Year
7.00
6.00
5.00
4.00
3.00
2.00
1.00
' 0.00
0 60 120 180 240
Hyd No. 1
300 360
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-1 0.00
420
Time (min)
Precipitation Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
' Pre-Development Conditions
Storm Frequency = 1 yrs Time interval
Total precip. = 1.9700 in Distribution
Storm duration = 6.00 hrs
61,
Friday, Feb 5, 2010
= 3 min
= SCS 6-Hr
' Incremental Rainfall Precipitation
Precip (in) Hyd. No. 1 : Pre-Development Conditions - 1 Year
0.10
0.09
' 0.08
' 0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
Precip (in)
T" 0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 30 60 90
- SCS 6-Hr Design Storm
1
120 150 180 210 240 270 300 330 360
Time (min)
Hydrograph Report
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff
' Storm frequency = 1 yrs
Time interval = 3 min
Drainage area
Basin Slope = 20.090 ac
= 0.0%
Tc method = USER
Total precip. = 1.97 in
Storm duration = 6.00 hrs
` Composite (Area/CN) = [(14.290 x 89) + (5.800 x 87)1/ 20.090
6
Friday, Feb 5, 2010
Peak discharge = 15.60 cfs
Time to peak = 14 min
Hyd. volume = 64,343 cuft
Curve number = 88*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = SCS 6-Hr
Shape factor = 484
Post Development Conditons
Q (cfs) Hyd. No. 2 -- 1 Year
18.00
'
15.00

12.00

' 9.00
'
6.00

3.00

0 00
0 60 120 180 240
Hyd No. 2
300 360
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
-1- 0.00
420
Time (min)
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Precipitation Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 2
Post Development Conditons
Storm Frequency = 1 yrs Time interval = 3 min
Total precip. = 1.9700 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 2 : Post Development Conditons - 1 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
Precip (in)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 30 60 90 120 150 180 210 240 270 300 330 360
Time (min)
- SCS 6-Hr Design Storm
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 3
ROUTE THRU POND
Hydrograph type = Reservoir Peak discharge = 0.480 cfs
Storm frequency = 1 yrs Time to peak = 369 min
Time interval = 3 min Hyd. volume = 64,163 cuft
Inflow hyd. No. = 2 - Post Development Conditons Max. Elevation = 770.37 ft
Reservoir name = WET POND Max. Storage = 130,168 cuft
Storage Indication method used. Wet pond routing start elevation = 768.00 ft.
ROUTE THRU POND
Pond Report 9
HYdraflow Hydrogranhs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Pond No. 1 - WET POND
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 762.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft)
0.00 762.00 6,433 0
1.00 763.00 8,073 7,253
2.00 764.00 9,795 8,934
3.00 765.00 11,598 10,697
4.00 766.00 13,481 12,540
5.00 767.00 15,441 14,461
6.00 768.00 19,943 17,692
7.00 769.00 24,724 22,334
8.00 770.00 27,020 25,872
9.00 771.00 29,373 28,197
10.00 772.00 31,779 30,576
10.50 772.50 33,005 16,196
Total storage (cuft)
0
7,253
16,187
26,884
39,423
53,884
71,576
93,910
119,782
147,978
178,554
194,750
Culvert / Orifice Structures
[A]
Rise (in) = 24.00
Span (in) = 24.00
No. Barrels = 1
Invert El. (ft) = 762.00
Length (ft) = 105.00
Slope (%) = 1.45
N-Value = .027
Orifice Coeff. = 0.60
Multi-Stage = n/a
[B] [C] [PrfRsr]
3.50 Inactive Inactive
3.50 0.00 0.00
1 0 1
768.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 n/a
.013 .013 n/a
0.60 0.60 0.60
Yes No No
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 9.42 20.00 0.00 0.00
Crest El. (ft) = 770.60 771.30 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Riser Rect --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Contour)
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 I Discharge 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 0 762.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.10 725 762.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.20 1,451 762.20 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.30 2,176 762.30 0.00 0.00 --- 0.00 0.00 --- . --- --- --- 0.000
0.40 2,901 762.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.50 3,627 762.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.60 4,352 762.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.70 5,077 762.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.80 5,802 762.80 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.90 6,528 762.90 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.00 7,253 763.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.10 8,146 763.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.20 9,040 763.20 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.30 9,933 763.30 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.40 10,827 763.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.50 11,720 763.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.60 12,613 763.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.70 13,507 763.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.80 14,400 763.80 0.00 0.00 --- --- 0.00 0.00 --- --- - --- 0.000
1.90 15,294 763.90 0.00 0.00 --- --- 0.00 0.00 --- --- -- --- 0.000
2.00 16,187 764.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.10 17,257 764.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.20 18,326 764.20 0.00 0.00 0.00 0.00 --- --- --- --- 0.000
2.30 19,396 764.30 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.40 20,466 764.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.50 21,535 764.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.60 22,605 764.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.70 23,675 764.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.80 24,744 764.80 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.90 25,814 764.90 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
Continues on next page...
10
WET POND
Stage 1 Storage I 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
3.00 26,884 765.00 0.00 0.00 0.00 0.00 --- 0.000
'
3.10 28,137 765.10 0.00 0.00 __ 0.00 0.00 __ _ _ 0.000
3.20 29,391 765.20 0.00 0.00 ---
0.00 0.00 0.000
3.30 30,645 765.30 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
3.40 31,899 765.40 0.00 0.00 0.00 0.00 --- 0.000
'
3.50 33,153 765.50 0.00 0.00 0.00 0.00 0.000
3.60 34,407 765.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
3.70 35,661 765.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
3.80 36,915 765.80 0.00 0.00 - --- 0.00 0.00 --- --- --- --- 0.000
3.90 38,169 765.90 0.00 0.00 - 0.00 0.00 _ _ .
-_
--- 0.000
'
4.00 39,423 766.00 0.00 0.00 _ __
0.00 0.00 _
__ 0.000
4.10 40,869 766.10 0.00 0.00 --- --- 0.00 0.00 -- 0.000
4.20 42,315 766.20 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
4.30 43,761 766.30 0.00 0.00 0.00 0.00 -
-
- 0.000
4.40 45,207 766.40 0.00 0.00 0.00 0.00 __ __
_
-_ 0.000
4.50 46,654 766.50 0.00 0.00 --- --- 0.00 0.00 0.000
4.60 48,100 766.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
4.70 49,546 766.70 0.00 0.00 --- --- 0.00 0.00 --- 0.000
4.80 50,992 766.80 0.00 0.00 _
_ --- 0.00 0.00 __-
._ 0.000
4.90 52,438 766.90 0.00 0.00 _ 0.00 0.00 _
=__ ___ 0.000
5.00 53,884 767.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
5.10 55,653 767.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
5.20 57,422 767.20 0.00 0.00 0.00 0.00 --- 0.000
'
5.30 59,192 767.30 0.00 0.00 0.00 0.00 - 0.000
5.40 60,961 767.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
5.50 62,730 767.50 0.00 0.00 --- - 0.00 0.00 --- --- --- --- 0.000
5.60 64,499 767.60 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.70 66,268 767.70 0.00 0.00 __. 0.00 0.00 __-
- .__ 0.000
5.80 68,038 767.80 0.00 0.00 __=
0.00 0.00 ___ __ 0.000
5.90 69,807 767.90 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
6.00 71,576 768.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
6.10 73,809 768.10 0.02 oc 0.02 is 0.00 0.00 --
- 0.022
'
6.20 76,043 768.20 0.08 is 0.08 is =__ 0.00 0.00 -
__ ___ 0.075
6.30 78,276 768.30 0.13 is 0.13 is ---
0.00 0.00 0.126
6.40 80,509 768.40 0.16 is 0.16 is --- 0.00 0.00 --- --- --- --- 0.162
6.50 82,743 768.50 0.20 is 0.19 is --- 0.00 0.00 --- --- --- --- 0.191
6.60 84,976 768.60 0.22 is 0.22 is _
- 0.00 0.00 _
_
_
_ _ 0.217
'
6.70 87,209 768.70 0.24 is 0.24 is =__ _
0.00 0.00 _
__ _
_
_ 0.239
6.80 89,443 768.80 0.27 is 0.26 is --- --- 0.00 0.00 --- --- --- --- 0.260
6.90 91,676 768.90 0.29 is 0.28 is --- --- 0.00 0.00 --- --- --- --- 0.279
7.00 93,910 769.00 0.30 is 0.30 is 0.00 0.00 _
-
- 0.297
7.10 96,497 769.10 0.32 is 0.31 is =__ 0.00 0.00 _ 0.314
7.20 99,084 769.20 0.35 is 0.33 is ---
0.00 0.00 --
--- --- 0.330
7.30 101,671 769.30 0.35 is 0.35 is --- --- 0.00 0.00 --- --- --- --- 0.346
7.40 104,258 769.40 0.38 is 0.36 is --- 0.00 0.00 0.360
7.50 106,846 769.50 0.38 is 0.37 is 0.00 0.00 0.374
'
7.60 109,433 769.60 0.41 is 0.39 is --- 0.00 0.00 ---
--- --- --- 0.388
7.70 112,020 769.70 0.41 is 0.40 is --- --- 0.00 0.00 --- --- --- 0.401
7.80 114,607 769.80 0.41 is 0.41 is --- --- 0.00 0.00 --- --- --- 0.414
7.90 117,194 769.90 0.44 is 0.43 is 0.00 0.00 --- -- 0.426
8.00 119,782 770.00 0.44 is 0.44 is =__ 0.00 0.00 - 0.438
8.10 122,601 770.10 0.45 is 0.45 is ---
0.00 0.00 - ---
-- 0.450
8.20 125,421 770.20 0.48 is 0.46 is --- 0.00 0.00 --- --- --- 0.461
8.30 128,240 770.30 0.48 is 0.47 is 0.00 0.00 - 0.472
'
8.40 131,060 770.40 0.48 is 0.48 is =__ 0.00 0.00 0.483
8.50 133,880 770.50 0.52 is 0.49 is ---
0.00 0.00 --- --- --- -- 0.494
8.60 136,699 770.60 0.52 is 0.50 is --- --- 0.00 0.00 --- --- --- --- 0.504
8.70 139,519 770.70 1.50 is 0.51 is --- --- 0.99 0.00 --- --- --- 1.504
8.80 142,339 770.80 3.39 is 0.52 is -- 2.80 0.00 --- --- 3.326
'
8.90 145,158 770.90 5.76 is 0.53 is _ 5.15 0.00 5.683
9.00 147,978 771.00 8.48 is 0.54 is ---
7.94 0.00 --- --- 8.480
9.10 151,036 771.10 11.66 oc 0.55 is --- --- 11.09 0.00 --- --- --- --- 11.64
9.20 154,093 771.20 15.14 oc 0.56 is --- --_ 14.58 0.00 -
-
-
- 15.14
'
9.30 157,151 771.30 18.94 oc 0.57 is 18.37 0.00 ___ __
__
_ 18.94
9.40 160,208 771.40 23.00 oc 0.56 is 22.44 2.10 25.11
9.50 163,266 771.50 27.04 oc 0.30 is --- --- 26.74s 5.95 --- --- --- 32.99
9.60 166,324 771.60 27.72 oc 0.24 is --- --- 27.48s 10.94 --- --- --- --- 38.66
9.70 169,381 771.70 28.11 oc 0.21 is 27.90s 16.84 _
-
-- --- 44.95
9.80 172,439 771.80 28.42 oc 0.18 is =__ __=
28.23s 23.53 _
- 51.95
9.90 175,496 771.90 28.68 oc 0.16 is 28.51 s 30.94 --- 59.61
10.00 178,554 772.00 28.91 oc 0.15 is --- --- 28.76s 39.01 --- --- --- --- 67.91
Continues on next page...
WET POND
Stage 1 Storage / Discharge Table
' Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C
ft cult ft cfs cfs cfs cfs cfs cfs cfs
' 10.05
10
10 180,174
793
181 772.05
772
10 29.02 oc
12 oc
29 0.14 is =_-
0.13 is __- 28.87s
28.98s 43.26 -_-
47.65
.
10.15 ,
183,413 .
772.15 .
29.22 oc 0.13 is 29.08s 52.20
10.20 185,032 772.20 29.32 oc 0.12 is --- --- 29.19s 56.87 ---
10.25 186,652 772.25 29.41 oc 0.12 is --_ - 29.28s 61.66 ---
10.30 188,272 772.30 29.50 oc 0.11 is __
29.39s 66.59
10.35 189,891 772.35 29.59 oc 0.11 is 29.48s 71.65
10.40 191,511 772.40 29.68 oc 0.10 is --- --- 29.57s 76.83 ---
10.45 193,130 772.45 29.77 oc 0.10 is --- --- 29,66s 82.12 ---
10.50 194,750 772.50 29.85 oc 0.10 is --- --- 29.75s 87.55 ---
...End
1

1
1
t

1

11
Wr D Exfil User Total
cfs cfs cfs cfs
--- --- --- 72.27
--- --- --- 76.77
--- --- --- 81.41
--- --- --- 86.18
--- --- --- 91.06
-- -- --- 96.09
--- --- --- 101.24
-- --- 106.50
--- --- --- 111.89
--- --- --- 117.39

I Hydrograph Report
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
' 10% Study Location
Hydrograph type = SCS Runoff
' Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 292.000 ac
Basin Slope = 2.1 %
Tc method = KIRPICH
Total precip. = 2.81 in
' Storm duration = 24 hrs

cfs
Q( )
320.00
280.00
' 240.00
' 200.00
160.00
' 120.00
80.00
40.00
0 00
Friday, Feb 5, 2010
Peak discharge = 298.31 cfs
T ime to peak -
Hyd. volume =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
728 In1:n
11074,127 tuft
78
4558 ft
22.66 min
Type II
484
12
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00

' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
' Hyd No. 4
10% Study Location
Hyd. No. 4 -- 1 Year
13

1
n

1
D
1

Hyd rog rap h Summary RedrOaflow 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 10.83 3 147 48,504 ------ ------ ------ Pre-Development Conditions
2 SCS Runoff 21.34 3 147 87,469 ------ ------ ------ Post Development Conditons
3 Reservoir 2.750 3 336 87,256 2 770.77 141,447 ROUTE THRU POND
4 SCS Runoff 432.77 2 728 1,525,867 ------ ------ ------ 10%a Study Location
Stormstudy.gpw Return Period: 2 Year Friday, Feb 5, 2010
Hydrograph Report 14
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 10.83 cfs
Storm frequency = 2 yrs Time to peak = 147 min
f
Time interval = 3 min Hyd. volume = 48,504 cu
t
Drainage area = 20.040 ac Curve number = 78*
' Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 2.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite (Area/CN) = [(8.610 x 80) + (5.390 x 74) + (0.510 x 98) + (5.530 x 77)] / 20.040
Pre-Development Conditions
Q (cfs) Hyd. No. 1 -- 2 Year
12.00

10.00

8
00
.
6.00

4.00

2.00
0 00
0 60 120 180 240
Hyd No. 1
300 360
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
__J_ 0.00
420
Time (min)
Precipitation Report 15
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Storm Frequency = 2 yrs Time interval = 3 min
Total precip. = 2.3800 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs

(in)
Preci Incremental Rainfall Precipitation
Precip (in)
p Hyd. No. 1 : Pre-Development Conditions - 2 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 30 60 90
SCS 6-Hr Design Storm
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 150 180 210 240 270 300 330 360
Time (min)
Hydrograph Report
Friday, Feb 5, 2010
l Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 3 min
Drainage area
Basin Slope = 20.090 ac
= 0.0%
Tc method = USER
Total precip. = 2.38 in
¦ Storm duration = 6.00 hrs
* Composite (Area/CN) = [(14.290 x 89) + (5.800 x 87)1/ 20.090

Q (cfs)
24.00

20.00

16.00

12.00

8.00

4.00
0 00
Peak discharge = 21.34 cfs
Time to peak = 147 min
Hyd. volume = 87,469 cuft
Curve number = 88*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = SCS 6-Hr
Shape factor = 484
Post Development Conditons
Hyd. No. 2 -- 2 Year
16
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 60
Hyd No. 2
120 180 240 300 360
-j- 0.00
420
Time (min)
t
I
1
A
1
1
1
t
1
1
1
1
1
1
17
Precipitation Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 2
Post Development Conditons
Storm Frequency = 2 yrs Time interval = 3 min
Total precip. = 2.3800 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 2 : Post Development Conditons - 2 Year Precip (in)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 30 60 90 120 150 180 210 240 270 300 330 360
Time (min)
SCS 6-Hr Design Storm
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 3
ROUTE THRU POND
Hydrograph type = Reservoir Peak discharge = 2.750 cfs
Storm frequency = 2 yrs Time to peak = 336 min
Time interval = 3 min Hyd. volume = 87,256 cuft
Inflow hyd. No. = 2 - Post Development Conditons Max. Elevation = 770.77 ft
Reservoir name = WET POND Max. Storage = 141,447 cuft
Storage Indication method used. Wet pond routing start elevation = 768.00 ft.
ROUTE THRU POND
Hydrograph Report
l Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
10% Study Location
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 292.000 ac
Basin Slope = 2.1 %
Tc method = KIRPICH
Total precip. = 3.39 in
Storm duration = 24 hrs

Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
Friday, Feb 5, 2010
Peak discharge = 432.77 cfs
i ime to peaK
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
tzb min
1,525,867 cuft
78
4558 ft
22.66 min
Type II
484
19
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
10% Study Location
Hyd. No. 4 -- 2 Year
20
Hyd rog raph Summary RedrOaflow 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
(cult) Hydrograph
description
1 SCS Runoff 23.70 3 147 99,019 ------ ------ ------ Pre-Development Conditions
2 SCS Runoff 37.21 3 144 151,371 ------ ------ ------ Post Development Conditons
3 Reservoir 9.195 3 186 151,156 2 771.02 148,669 ROUTE THRU POND
4 SCS Runoff 822.31 2 726 2,843,372 ------ ------ ------ 10% Study Location
Stormstudy.gpw Return Period: 10 Year Friday, Feb 5, 2010
1
1
1
1
1
i
1
1
1
1
1
r
r
Hydrograph Report
21
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 23.70 cfs
Storm frequency = 10 yrs Time to peak = 147 min
Time interval = 3 min Hyd. volume = 99,019 Cuft
Drainage area = 20.040 ac Curve number = 78*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.44 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
* Composite (Area/CN) = [(8.610 x 80) + (5.390 x 74) + (0.510 x 98) + (5.530 x 77)] / 20.040
Q (cfs)
24.00
20.00
Pre-Development Conditions
Hyd. No. 1 -- 10 Year
16.00
12.00
8.00
4.00
0.00 '
0 60
Hyd No. 1
120 180 240 300 360
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
--1- 0.00
420
Time (min)
Precipitation Report
22
-----
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-Development Conditions
Storm Frequency = 10 yrs Time interval
Total precip. = 3.4400 in Distribution
Storm duration = 6.00 hrs
Friday, Feb 5, 2010
=3min
= SCS 6-Hr
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 1 : Pre-Development Conditions - 10 Year Precip (in)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 30 60 90
r SCS 6-Hr Design Storm
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 150 180 210 240 270 300 330 360
Time (min)
1
1
t
1
1
1
1
1
1
1
1
1
1
1
1
23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 3 min
Drainage area = 20.090 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.44 in
Storm duration = 6.00 hrs
Friday, Feb 5, 2010
Peak discharge = 37.21 cfs
Time to peak = 144 min
Hyd. volume = 151,371 cuft
Curve number = 88*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = SCS 6-Hr
Shape factor = 484
Composite (Area/CN) = [(14.290 x 89) + (5.800 x 87)] / 20.090
Q (cfs)
40.00
30.00
Post Development Conditons
Hyd. No. 2 -- 10 Year
20.00
10.00
0.00
0 60
Hyd No. 2
120 180 240 300 360
Q (cfs)
40.00
30.00
20.00
10.00
-J- 0.00
420
Time (min)
Precipitation Report
24
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 2
Post Development Conditons
Storm Frequency = 10 yrs Time interval = 3 min
Total precip. = 3.4400 in Distribution = SCS 6-Fir
Storm duration = 6.00 hrs
incremental Rainfall Precipitation
Precip (in) Hyd. No. 2 : Post Development Conditons - 10 Year
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
Precip (in)
0 30 60 90
SCS 6-Hr Design Storm
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
I I I I I I 1 1 1 0.00
120 150 180 210 240 270 300 330 360
Time (min)
1
1
1
1
1
1
1
1
1
1
f
1
1
1
1
1
t
1
25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
ROUTE THRU POND
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 3 min
Inflow hyd. No. = 2 - Post Development Conditons
Reservoir name = WET POND
Storage Indication method used. Wet pond routing start elevation = 768.00 ft.
Q (cfs)
40.00
ROUTE THRU POND
Hyd. No. 3 -- 10 Year
30.00
20.00
Friday, Feb 5, 2010
Peak discharge = 9.195 cfs
Time to peak = 186 min
Hyd. volume = 151,156 cuft
Max. Elevation = 771.02 ft
Max. Storage = 148,669 cuft
10.00
0.00 ' = 0
0 360
Hyd No. 3
720
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 2 ffl= Total storage used = 148,669 cuft
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
10% Study Location
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
2 min
292.000 ac
2.1 %
KIRPICH
4.91 in
24 hrs
26
Friday, Feb 5, 2010
Peak discharge = 822.31 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
726 min
2,843,372 cuft
78
4558 ft
22.66 min
Type II
484
Q (cfs)
826.00
10% Study Location
Hyd. No. 4 -- 10 Year
708.00
590.00
472.00
354.00
236.00
118.00
0.00 -L
0
Q (cfs)
826.00
708.00
590.00
472.00
354.00
236.00
118.00
MI I I „ I I I i 1 1 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
27
P

t
t

1

a

Hyd rog rap h Summary RedoflrtHydrographs 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 31.84 3 147 131,408 ------ ------ ------ Pre-Development Conditions
2 SCS Runoff 46.62 3 144 189,746 ------ ------ ------ Post Development Conditons
3 Reservoir 17.89 3 162 189,530 2 771.27 156,308 ROUTE THRU POND
4 SCS Runoff 1071.55 2 726 3,699,689 ------ ------ ------ 10% Study Location
Stormstudy.gpw Return Period: 25 Year Friday, Feb 5, 2010
Hydrograph Report
28
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 31.84 cfs
Storm frequency = 25 yrs Time to peak = 147 min
Time interval = 3 min Hyd. volume = 131,408 cult
Drainage area = 20.040 ac Curve number = 78*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 4.05 in Distribution = SCS 6-Hr
r Storm duration = 6.00 hrs Shape factor = 484
* Composite (Area/CN) = [(8.610 x 80) + (5.390 x 74) + (0.510 x 98) + (5.530 x 77)1/ 20.040
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
Pre-Development Conditions
Hyd. No. 1 -- 25 Year
0 60
Hyd No. 1
120 180 240 300 360
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
4 0.00
420
Time (min)

Precipitation 29
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Storm Frequency = 25 yrs Time interval = 3 min
Total precip. = 4.0500 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 1 : Pre-Development Conditions - 25 Year
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 30 60 90
SCS 6-Hr Design Storm
Precip (in)
r 0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
i i i I i , 0.00
120 150 180 210 240 270 300 330 360
Time (min)
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Report
30
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff Peak discharge = 46.62 cfs
Storm frequency = 25 yrs Time to peak = 144 min
Time interval = 3 min Hyd. volume = 189,746 cuft
Drainage area = 20.090 ac Curve number = 88*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 4.05 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
* Composite (Area/CN) = [(14.290 x 89) + (5.800 x 87)1/ 20.090
Q (cfs)
50.00
40.00
Post Development Conditons
Hyd. No. 2 -- 25 Year
30.00
20.00
10.00
0.00 ---- -
0 60
Hyd No. 2
120 180 240 300 360
Q (cfs)
50.00
40.00
30.00
20.00
10.00
--J- 0.00
420
Time (min)
r
Precipitation Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development Conditons
Storm Frequency = 25 yrs Time interval
Total precip. = 4.0500 in Distribution
Storm duration = 6.00 hrs
Friday, Feb 5, 2010
= 3 min
= SCS e-i-ir
r
1
1
1
Incremental Rainfall Precipitation
' Precip (In) Hyd. No. 2 : Post Development Conditons - 25 Year
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
r
0.05
0 00
31
Precip (in)
T 0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 30 60 90
SCS 6-Hr Design Storm
r
120 150 180 210 240 270 300 330 360
Time (min)
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
32
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
ROUTE THRU POND
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 3 min
Inflow hyd. No. = 2 - Post Development Conditons
Reservoir name = WET POND
Friday, Feb 5, 2010
Peak discharge = 17.89 cfs
Time to peak = 162 min
Hyd. volume = 189,530 cuft
Max. Elevation = 771.27 ft
Max. Storage = 156,308 cuft
Storage Indication method used. Wet pond routing start elevation = 768.00 ft.
Q (cfs)
50.00
ROUTE THRU POND
Hyd. No. 3 -- 25 Year
40.00
30.00
20.00
10.00
0.00 5W
0 360
Hyd No. 3
720 1080 1440 1800 2160 2520 2880
Hyd No. 2 CLLT= Total storage used = 156,308 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
-Mi 0.00
3240
Time (min)
I Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
10% Study Location
Hydrograph type = SCS Runoff
' Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 292.000 ac
Basin Slope = 2.1 %
Tc method = KIRPICH
Total precip. = 5.83 in
Storm duration = 24 hrs
cfs
Q( )
1078.00
924.00
770.00
616.00
462.00
308.00
154.00
0.00
10% Study Location
Hyd. No. 4 -- 25 Year
Friday, Feb 5, 2010
Peak discharge = 1071.55 cfs
Time to peaK = tzo min
Hyd. volume = 3,699,689 cuft
Curve number = 78
Hydraulic length = 4558 ft
Time of conc. (Tc) = 22.66 min
Distribution = Type II
Shape factor = 484
33
Q (cfs)
1078.00
924.00
770.00
616.00
462.00
308.00
154.00
i-- I 10.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4
34

1

1
1
1

F
1

Hyd rog rap h Summary RePyGow 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 45.26 3 147 185,510 ------ ------ ------ Pre-Development Conditions
2 SCS Runoff 61.51 3 144 251,489 ------ ------ ------ Post Development Conditons
3 Reservoir 41.48 3 156 251,273 2 771.66 167,695 ROUTE THRU POND
4 SCS Runoff 1481.34 2 726 5,132,239 ------ ------ ------ 10% Study Location
Stormstudy.gpw Return Period: 100 Year Friday, Feb 5, 2010
1
1
1
1
1
1
1
1
1
1
1
1
1
35
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 45.26 cfs
Storm frequency = 100 yrs Time to peak = 147 min
Time interval = 3 min Hyd. volume = 185,510 cuft
Drainage area = 20.040 ac Curve number = 78*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.01 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite (Area/CN) = [(8.610 x 80) + (5.390 x 74) + (0.510 x 98) + (5.530 x 77)] / 20.040
Q (d S)
50.00
40.00
Pre-Development Conditions
Hyd. No. 1 -- 100 Year
30.00
20.00
10.00
0.00
0 60
Hyd No. 1
120 180 240 300 360
Q (cfs)
50.00
40.00
30.00
20.00
10.00
- 0.00
420
Time (min)
Precipitation Report 36
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Storm Frequency = 100 yrs Time interval = 3 min
Total precip. = 5.0100 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 1 : Pre-Development Conditions - 100 Year Precip (in)
0.50
0.45
0.40
0.35
0.30
0.25
' 0.20
0.15
0.10
0.05
0.00
0 30 60 90
SCS 6-Hr Design Storm
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 150 180 210 240 270 300 330 360
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 3 min
Drainage area = 20.090 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.01 in
Storm duration = 6.00 hrs
37
Friday, Feb 5, 2010
Peak discharge = 61.51 cfs
Time to peaK = 144 min
Hyd. volume = 251,489 cult
Curve number = 88*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = SCS 6-Hr
Shape factor = 484
* Composite (Area/CN) = [(14.290 x 89) + (5.800 x 87)] / 20.090
Q (cfs)
70.00
60.00

50.00

40.00

30.00

20.00
10.00
0 00
Post Development Conditons
Hyd. No. 2 -- 100 Year
0 60
' --°- Hyd No. 2
120 180 240 300 360
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
--1-- 0.00
420
Time (min)
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
38
Precipitation Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 2
Post Development Conditons
Storm Frequency = 100 yrs Time interval = 3 min
Total precip. = 5.01 00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 2 : Post Development Conditons - 100 Year Precip (in)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 30 60 90 120 150 180 210 240 270 300 330 360
Time (min)
SCS 6-Hr Design Storm
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
' ROUTE THRU POND
Hydrograph type = Reservoir
' Storm frequency = 100 yrs
Time interval = 3 min
Inflow hyd. No. = 2 - Post Development Conditons
Reservoir name = WET POND
39
Friday, Feb 5, 2010
Peak discharge = 41.48 cfs
Time to peak = i 56 min
Hyd. volume = 251,273 cuft
Max. Elevation = 771.66 ft
Max. Storage = 167,695 cuft
Storage Indication method used. Wet pond routing start elevation = 768.00 ft
Q (cfs)
70.00
60.00
50.00
40.00
30.00
' 20.00
10.00
0 00
ROUTE THRU POND
Hyd. No. 3 -- 100 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 180
' - Hyd No. 3
360 540 720 900 1080
Hyd No. 2 ITMA Total storage used = 167,695 Cuft
®+- 0.00
1260
Time (min)
Hydrograph Report
' Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
' 10% Study Location
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 292.000 ac
' Basin Slope = 2.1 %
Tc method = KIRPICH
Total precip. = 7.31 in
' Storm duration = 24 hrs

40
Friday, Feb 5, 2010
Peak discharge = 1481.34 cfs
i ime to peak =
Hyd. volume =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
izn min
5,132,239 cult
78
4558 ft
22.66 min
Type II
484
Q (cfs)
1484.00
1272.00
1060.00
848.00
636.00
424.00
212.00
10% Study Location
Hyd. No. 4 -- 100 Year
Q (cfs)
1484.00
1272.00
1060.00
848.00
636.00
424.00
' 0.00
0
212.00
120 240
Hyd No. 4
360 480 600
I I I i - 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)
1
1
1
1
1
1
1
1
1
1
1
1
1
41
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)
B
D
E
(NIA)
1 55.U441 12.3000 U.878ti --------
2 66.6567 12.8000 0.8772 --------
3 0.0000 0.0000 0.0000 --------
5 65.8708 12.4000 0.8244 --------
10 69.9811 12.6000 0.8085 --------
25 57.4970 10.8000 0.7332 --------
50 53.7325 10.1000 0.6977 --------
100 48.7074 9.2000 0.6578 --------
File name: Winston-Salem. IDF
Intensity = B / (Tc + D)^E
Friday, Feb 5, 2010
Return Intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1 4.50 3.60 3.01 2.60 2.29 2.05 1.86 1.70 1.57 1.46 1.36 1.28
2 5.33 4.29 3.61 3.12 2.75 2.47 2.24 2.05 1.90 1.76 1.65 1.55
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 6.25 5.08 4.30 3.74 3.33 3.00 2.74 2.52 2.34 2.18 2.05 1.93
10 6.89 5.63 4.79 4.18 3.73 3.37 3.08 2.84 2.64 2.47 2.32 2.19
25 7.60 6.21 5.30 4.66 4.17 3.79 3.48 3.23 3.01 2.83 2.67 2.53
50 8.08 6.62 5.67 5.00 4.49 4.09 3.77 3.50 3.28 3.08 2.92 2.77
100 8.50 6.97 5.99 5.29 4.77 4.36 4.03 3.75 3.52 3.32 3.15 3.00
Tc = time in minutes. Values may exceed 60.
Prarin files mama' WINSTC)N nr.n
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 2.81 3.39 0.00 0.00 4.91 5.83 0.00 7.31
SCS 6-Hr 1.97 2.38 0.00 0.00 3.44 4.05 0.00 5.01
Huff-1 st 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
?-? Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D© 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
' H ROUTE THRU POND
Hydrograph type = Reservoir
d Storm frequency = 1 yrs
Time interval = 3 min
Inflow hyd. No. = 2 - Post Development Conditons
' Reservoir name = WET POND
Storage Indication method used. Wet pond routing start elevation = 768.00 ft.
Ulm
'
-?2 , 1"L 44
Friday, Nov 20, 2009
Peak discharge = 0.480 cfs
Time to peak = 6.15 hrs
Hyd. volume = 64,163 cuft
Max. Elevation = 770.37 ft
Max. Storage = 130,168 cuft
Elev (fit)
772.00
771.00
I J
i
770.00
36 48 60 72 84 96 108
769.00
a"- 768.00
120
Time (hrs)
'a
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TR55 Tc Worksheet
Hydratlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-Development Conditions
Description A
Sheet Flow
Manning's n-value = 0.013
Flow length (ft) = 128.0
Two-year 24-hr precip. (in) = 3.42
Land slope (%) = 6.60
Travel Time (min) = 1.01
Shallow Concentrated Flow
Flow length (ft) = 264.00
Watercourse slope (%) = 9.10
Surface description = Unpaved
Average velocity (ft/s) = 4.87
Travel Time (min) = 0.90
B C Totals
0.011 0.011
0.0 0.0
0.00 0.00
0.00 0.00
+ 0.00 + 0.00 = 1.01
0.00 0.00
0.00 0.00
Paved Paved
0.00 0.00
+ 0.00 } 0.00 = 0.90
Channel Flow
X sectional flow area (sqft) = 7.20 0.00 0.00
Wetted perimeter (ft) = 9.90 0.00 0.00
Channel slope (%) = 5.60 0.00 0.00
Manning's n-value = 0.050 0.015 0.015
Velocity (ft/s) = 5.70 0.00 0.00
Flow length (ft) = 493.0 0.0 0.0
Travel Time (min) ='1.44 + 0.00 + 0.00 = 1.44
Total Travel Time, Tc ............ ...................................... ........„.....,............ 3.36 min

1
1
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1
1
1
1
1
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1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development Conditons
Description A
Sheet Flow
Manning's n-value = 0.013
Flow length (ft) = 87.0
Two-year 24-hr precip. (in) = 3.42
Land slope (%) = 2.00
Travel Time (min) = 1.20
Shallow Concentrated Flow
Flow length (ft) = 152.00
Watercourse slope (%) = 4.00
Surface description = Paved
Average velocity (ft/s) = 4.07
Travel Time (min) = 0.62
Channel Flow
B C Totals
0.011 0.011
0.0 0.0
0.00 0.00
0.00 0.00
* 0.00 } 0.00 = 1.20
0.00 0.00
0.00 0.00
Paved Paved
0.00 0.00
+ 0.00 + 0.00 = 0.62
X sectional flow area (sgft) = 1.70 0.00 0.00
Wetted perimeter (ft) = 4.70 0.00 0.00
Channel slope (%) = 3.95 0.00 0.00
Manning°s n-value = 0.013 0.015 0.015
Velocity (ft/s) = 11.52 0.00 0.00
Flow length (ft) = 1279.0 0.0 0.0
Travel Time (min) ='1.85 + 0.00 + 0.00 = 1.85
Total Travel Time, Tc ............ ...................................... ............................ 3.67 min

CHART 8
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BUREAU OF PUBLIC ROADS JAN. 1963
EXAMPLE
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HW HW
Inlet 0 feet
(1) 1.75 3.5
(2) 1.90 3.6
(3) 2.05 4.1
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use stole (2) or (3) project
rizontally to scale (1), then

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HEADWATER DEPTH
FOR BOX CULVERTS
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Attachment No. 2 - Soil Type Report from Natural Resource
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Map Unit Legend
Clemmons/Zone 7 Elementary School
Forsyth County, North Carolina (NC067)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CoA Codorus loam, 0 to 2 percent slopes,
frequently flooded 2.6 5.1%
JkB Jackland fine sandy loam, 2 to 6 percent
slopes 13.2 26.0%
OkC Oak Level loam, dark surface, 6 to 10 percent
slopes 1.7 3.3%
OkD Oak Level loam, dark surface, 10 to 15 percent
slopes 12.0 23.6%
PoB Poplar Forest fine sandy loam, 2 to 6 percent
slopes 0.8 1.5%
PoC Poplar Forest fine sandy loam, 6 to 10 percent
slopes 1.9 3.8%
SmC Siloam sandy loam, 4 to 10 percent slopes 2.3 4.5%
SmD Siloam sandy loam, 10 to 15 percent slopes 2.9 5.8%
SmF Siloam sandy loam, 15 to 45 percent slopes 5.8 11.4%
TmB Tomlin loam, 2 to 6 percent slopes _ 3.3 6.4%
TmC Tomlin loam, 6 to 10 percent slopes 4.3 8.6%
Totals for Area of Interest 50.6 100.0%
1 Natural Resources Web Soil Survey 10/13/2009
Conservation Service National Cooperative Soil Survey Page 3 of 3
1
Attachment No. 3 - Hydroflow Storm Water Report
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Attachment No.
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Pr°cipitation Frequency Data Server
POINT PRECIPITATION
•r 1 FREQUENCY ESTIMATES f #
FROM NOAA ATLAS 14., _ '
North Carolina 36.089 N 80.186 W 875 feet
from "Precipitation-Frequency Atlas of the United States' NOAA Atlas 14. Volume 2, Version 3
G.M. Borman, D. Martin. B. Lin, T. Parzybok. M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland. 2004
Extracted: Mon Nov'_ 2009
* Upper bound of the 90% confidence in terval
Precipitation Frequency Estimates (inc

2 24 48 4
[ ][
F
R6
ARI' ? 10 ml? 30 6120 n3
d
h hes)

7 10 20 30 WF60
day
da
da
da
d
,
r
r
ay
hr
min min min min r
4 ( 065 0.81 L l2 1.39 1.64 l .75 2.15 2.56 3.04 3.51 3.92
=FO
y
y
y
ay
4.47 5.05 6.77 8.32 10.45 12.48
0.48 0.78 0.97 L35 1.69 L99 2.13 2.60 3. t0 3.67 4.22 4.71 5.34 6.01 8.00 9.78 12.22 14.56
0.57 0.9 t 1.15 L63 2.09 2.48 2.66 3.25 3.88 4.59 5.23 5.79 6.49 7.22 9.47 1136 14.0 l 16.45
10 0.62 0.99 1.26 L82 2.37 2.84 3.05 3.73 4.49 5.31 6.01 6.65 7.40 8-18 10.65 12.58 t.39 17.90
25 0.68 1.09 1.38 2.04 2.72 3.31 3.56 4.39 5.33 6.30 7.06 7.81 8.65 9.49 12.25 14.20 1720 19.76
50 0.72 L 1.46 220 2.98 3.66 3.94 4.9i 5.99 7.09 79v 8.75 9.64 10.53 13.52 15.45 18.50 I-1 I
100 0.76 12 L LS2 2.34 3.22 4.01 4.32 5.42 6.68 7.91 8.75 9.71 10.66 E9] 14.83 16.71 19.99 22.53
200 0.79 1.25 L58 2.46 3.-- 4.35 4.70 5.95 7.44 8.76 9.63 10.70 11.72 12.68 16.18 17.98 2138 23.85
500 0.82 1.30 1.64 2.60 3.74 4.79 5.20 6.67 8.43 9.93 10.83 12.08 13.19 14.18 18.01 19.66 23 2I 2554
1000 0.84 L33 L67 2.70 3.94 5.12 5.57 7.23 923 10.88 l L79 13.16 (4.35 15.37 19.45 20.97 24.63 26.83
'•I he upper bound of me continence interval at w %o commence level 6 me -- winui a-ro of me onuumma yvenwc •aw? •?a p• =yam=• ?, -• o• --•-•
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atas 14 Dceumept for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI 10 15 30 60 120 3 6 12 -IF24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr 11 I hr hr day day day day day day day
I r i 0.35 0.55 0.69 0.95 1.18 1.39 149 L82 2.16 2.61 3.05 3.43 3.93 4.48 6.06 7.56 9.55 11.48
0.41 0.66 0.83 1.15 1.44 1.69 L81 220 2.61 3.15 3.67 4.12 4.69 5.32 7.17 8.88 1 L 17 13.39
0.48 0.77 0.97 1.39 L78 2.10 2.26 2.74 3.27 3.93 4.54 5.06 5.69 6.40 8.48 10.32 12.80 15.11
l0 0.53 0.84 1.07 154 2.0? 2.40 FE E .15 3.78 4.54 5.20 5.80 6.48 =EE] 1142 14.05 16.43
25 O.S8 0.92 L17 173 2.3- 2J9 3.00 3.69 .46 5.36 6.09 6.79 7.53 8.35 10.89 12.85 15.66 18.09
50 0.61 0.97 123 L8S 2.50 3.06 3.31 4.09 4.99 6.01 6.78 7.56 8.35
-J 9.22 11.97
J 13.93 16.88 19.32
100 0.63 L01 127 195 2.69 3.33 3.60 4.49 5.53 6.68 7.48 8.35 9.19 10.10 13.05 14.99 18.04 20.48
200 0.66 L04 1.31 2.04 2.86 3.58 3.88 4.87 6.05 7.35 8.18 9.13 10.04 10.97 14.14 16.03 19.19 2160
,00 0.67 L07 L34 2.13 3.06 3.88 4.23 5.38 6.76 8.27 9.12 1020 1 L18 12.16 15.57 17.39 20.67 23.00
1000 0.68 L08 L35 2.19 3.19 4.10 4.47 5.74 7.28 8.99 9.85 1102 12.06 13.06 16.66 18.4t 21.77 24.01
' I he lower bound of me Continence mlerval at w fo commence level is me vdlue wrncn o /o ul am mnlma- qua-' vmuco .v. a y?•c?i cyoc?r o.= .•
These precipitation frequency estimates are based on a partial duration maxima series. AM is the Average Recurrence Interval.
http://dipper.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=pf&units=us&se'es=pd&state
Page 1 of')
11/2/2009
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE. Formatting forces estimates near zero to appear as zero.
Precipitation Frequency Data Server
Please refer to NOAH Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables
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s 17
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a 15
F 14
u 13
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Partial duration based Point Precipitation Frequency Estimates - Version: 3
36.089 M 80.186 N 875 it
f t I i
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1
1
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1 2 5 10 25 50 100 200
Average Recurrence Interval (years)
Mon Nov 02 16:27:02 2009
Duration
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Partial duration based Point Precipitation Frequency Estimates - Version: 3
36.089 N 80.186 u 875 1t
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25
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Z 17
a 16
?e 15
14
0 13
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Mon Nov 02 16:27:02 2009
Maps -
Average Recurrence Interval
(years)
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Page 2 of 3
http://dipper.nws.noaa.gov/cgi-bin/hdscibuildout.perl?type=pf&units=us&series=pd&state... 1 1 /2/2009
Precipitation Frequency Data Server
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These maps were produced using a direct map request from the
U.S. Census Bureau Mapping and Cartographic Re sources
Tiler Mac Server.
Please read disclaimer for more info oration.
LEGEND
State - Connector
- County Stream
-"-Indian Resv Military Area
R- Lake/Pond/Ocean National Park
Street Other Park
- Expressway _--! C i ty
- Highway 0 2 CQMty6 8 Mi
Scale 1:228583 0 2 q 6 8 ?o ka+
1:a'.rerage--true scale deg s xanita^ r, tlon
Other Maps/Photographs -
Page 3 of 3
View USGS digital orthophoto quadrangle (DOO) covering this location from TerraServer; USGS Aerial Photograph may also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain relief and camera
tilts has been removed. it combines the image characteristics of a photograph with the geometric qualities of a map. 'visit the USGS for more information-
, Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
' Climate Data Sources -
' Precipitation frequency results are based on data from a variety ofsources, but largely NCDC. The following !Inks provide general information
about observing sites in the area, regardless of if their- data was used in this study. For detailed information about the stations used in this studv,
please refer to NOAH Atlas 14 Document.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
' +/-30 minutes OR It +/-1 degree of this location (36.089/-80.186). Digital ASCH data can be obtained directly from NCDC.
Hydrometeorological Design Studies Center
DOGNOAA/National Weather Service
1325 East-West Highway
Silver Spring, *vtD 20910
7 9
Questions`: : H
QesDSC-OuestionsCm noaa.eov
Disclaimer
I httP://dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.Perl?typ e- f&units=us&series=pd&state... 11/2/2009
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Designed By: ETM Date: 212312010
Checked By: Date:
Company: WsFCS
Project Name: ZONE 7 ELEMENTARY SCHC
Project No.: 80171
Site Location (City/Town) WINSTON
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Attachment No. 5 - Stormwater Management Plan Sheets
1
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