20130576 Ver 1_Stormwater Info_20130627

June 24, 2013
Green Engineering, PLLC
303 Goldsboro Street E
Wilson, NC 27893
Attention: Mr. Leo Green, III; P.E., P.L.S.
13 - t5 I L.,
JUN 2 7 2013
Reference: Report for Soil Evaluation / Seasonal High Water Table (SHWT)
Estimation for Stormwater BMP
Klausner Lumber Two Project
Enfield, Halifax County, North Carolina
S &ME Proposal No. 1054 -12 -325 P2
Dear Mr. Green:
S &ME, Inc. (S &ME) has conducted a soil evaluation including Seasonal High Water
Table (SHWT) estimation in general accordance with S &ME Proposal 1054 -12 -325 (CO-
2), dated May 30, 2013. Our evaluation was conducted to provide information for the
design of an appropriate stormwater Best Management Practice (BMP) device and a
Stormwater Management Permit Application to the North Carolina Department of
Environment and Natural Resources (NCDENR) — Division of Water Quality (DWQ). A
soil scientist evaluated the soil conditions within the proposed stormwater BMP areas.
PROJECT BACKGROUND
The project involves the construction of a complete lumber processing facility
(production sawmill) with railway, log truck, and vehicular access ingress and egress, and
associated site grading. The project area currently consists primarily of existing
agricultural farmland and is bordered on the west by Marsh Swamp and the CSX
Railway, bordered on the north by Dog Pond Branch, bordered on the east by U.S Hwy
301 and bordered on the south by an unnamed tributary of Marsh Swamp. The project
location is shown on the Enfield N.C. USGS Topographic Map (Figure 1), the Halifax
County Soil Survey Map (Figure 2), and a color aerial photograph (Figure 3)
As a result of the proposed construction and associated impervious surface, a stormwater
BMP is required to treat stormwater generated from the site to comply with State
stormwater management requirements. Use of stormwater BMP's are subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
permitting of stormwater BMP's are provided in the North Carolina Division of Water
Quality — Stormwater Best Management Practices Manual (NCDENR -SW -BMP), dated
SWE, INC. / 3201 Spring Forest Road/ Raleigh, NC27616/p9l9.872.226Of919.790.8909/www.smeinc.com

Soil Evaluation for Stormwater BMP S &ME Project No. 1054 -12 -325 P2
Klausner Lumber Two Facility, Enfield, Halifax Co., NC June 24, 2013
July 2007 (Revised September, 2009). There are two proposed Wet Detention Basin areas
(Pond B and Pond C) as depicted on the attached Soil Evaluation Map (Figure 4).
FINDINGS
The soil evaluation was performed with hand auger borings at six locations (B -1 through
B -6) within the two proposed Wet Detention Basin areas as shown on the attached Figure
4. Our evaluation consisted of identifying and recording the soil morphological
conditions at these locations in order to develop soil profile descriptions, which are also
shown on the attached Figure 4.
Permeability /Hydraulic Conductivity Estimation
Under current North Carolina Division of Water Quality (NCDWQ) requirements for
various stormwater devices, the in -situ soil permeability /conductivity is an important
design factor. Therefore, the soil profile descriptions on the attached Figure 4 show the
soil morphological conditions including texture, estimated United States Department of
Agriculture (USDA) permeability and estimated USDA hydraulic conductivity (KSAT)
for the different soil horizons found on -site.
In the area of Boring Location B -1 and B -2 within the proposed Wet Detention Basin
area, the soil surface layer consisted of sandy loam material which has an estimated
USDA permeability range of 2 to 6 inches/hour and USDA estimated Ksat range of 1.4 to
14 inches per hour. The underlying soil material consisted of clay loam material which
has an estimated USDA permeability range of 0.6 to 2 inches/hour and USDA estimated
Ksat range of 0.14 to 1.4 inches per hour.
In the area of Boring Location B -3 within the proposed Wet Detention Basin area, the soil
surface layer consisted of sandy loam material which has an estimated USDA
permeability range of 2 to 6 inches/hour and USDA estimated Ksat range of 1.4 to 14
inches per hour. The underlying soil material consisted of clay loam material which has
an estimated USDA permeability range of 0.6 to 2 inches/hour and USDA estimated Ksat
range of 0.14 to 1.4 inches per hour and sandy clay loam — sandy clay which has an
estimated USDA permeability range of 0.06 to 0.2 inches/hour and USDA estimated Ksat
range of 0.014 to 0.14 inches per hour
In the area of Boring Locations B -4, B -5, and B -6 within the proposed stormwater BMP
area, the soil surface layer and underlying soil consisted of sandy loam material which has
an estimated USDA permeability range of 2 to 6 inches/hour and USDA estimated Ksat
range of 1.4 to 14 inches per hour.
Please refer to the enclosed map and soil profile descriptions, for more information.
These estimates were obtained from one or more of the following: Halifax County Soil
Survey "Physical & Chemical Properties of the Soil - Permeability "; and/or USDA -
NRCS (United States Department of Agriculture - Natural Resource Conservation
Service) official series description, and/or "NRCS Field Book for Describing & Sampling
K

Soil Evaluation for Stormwater BMP S &ME Project No. 1054 -12 -325 P2
Klausner Lumber Two Facility, Enfield, Halifax Co., NC June 24, 2013
Soils" the permeability estimates were converted to conductivity on the profile
description tables.
SHWT & Observed Water Table (OWT) Estimation
Under current NCDWQ regulations, the depth of various stormwater BMP devices from
the SHWT is an important design consideration. For example, current regulations for Wet
Detention Basins require that the permanent pool elevation (PPE) shall be no more than
six inches above or below the SHWT in order to maintain a permanent pool of water and
to avoid doing a hydrogeologic analysis. Therefore, S &ME evaluated the SHWT by
advancing hand auger borings and evaluating the soil for evidence of SHWT influence.
This evaluation involved looking at the actual moisture content in the soil and observing
the matrix and mottle colors. Depending on the soil texture, the soil color will indicate
processes that are driven by SHWT fluctuations, such as iron reduction and oxidation and
organic matter staining. See Table 1 below and the soil profile descriptions on Figure 4
for the estimated SHWT depths based on soil color.
S &ME also recorded the OWT level below the existing ground level (EGL) at each
indicated hand auger boring location if applicable. Please keep in mind that groundwater
levels fluctuate for numerous reasons and these findings do not indicate that groundwater
levels have not or will not rise above the evaluated depths. See Table 1 below and the
soil profile descriptions on Figure 4 for the estimated OWT depths based on the depth to
groundwater within the hand auger borings.
Table 1: SHWT & OWT Information
Boring
Location
SHWT
inches below EGL
OWT
I (inches below EGL)
B -1
38
25
B -2
24
10
B -3
21
>21
B-4
30
36
B -5
42
42
B -6
30
32
CONCLUSION
Table 2 below contains the SHWT and PPE information as it relates to the elevations
onsite. The PPE at both Pond B and Pond C is +/- 6 inches from the most limiting SHWT
encountered during our evaluation.
3

Soil Evaluation for Stormwater BMP
Klausner Lumber Two Facility, Enfield, Halifax Co., NC
Table 2: SHWT & PPE Information
S &ME Project No. 1054 -12 -325 P2
June 24, 2013
BORING
LOCATION
NUMBER
APPROXIMATE
EXISTING ELEV.
AT BORING (FT)
PROPOSED BMP
PPE FROM NGL
ELEVATION (FT)
SHWr DEPTH FROM NGL
AT BMP BORING LOCATION
ELEVATION (FT)
PPE SEPARATION DISTANCE
FROM MOST LIMITING SHWr
DEPTH (IN)
B-1
94
88
90.8
N/A
B-2
92
88
90
NtA
B-3
89
88
87.4
6
B-4
97
91
94.5
N/A
B-5
95
91
91.5
5
B-6
94
91
91.5
5
LIMITATIONS
• Data only from hand auger borings, where performed, and conditions may vary in
other areas of the basin.
CLOSING
S &ME appreciates the opportunity to provide these services to you. If you have any
questions, please contact us.
Sincerely,
S &ME, Inc.
Walter Cole, L.S.S.
Environmental Scientist
(919) 801 -3798
wcole @smeinc.com
-13
�� k rbok
Rob Willcox, L.S.S.
Natural Resources Team Leader
Attachments: Figure 1: USGS Topographic Map
Figure 2: Halifax County Soil Survey Map
Figure 3: Color Aerial Photograph Map
Figure 4: Soil Evaluation Map
SAProjects \1054- 12- 325Project GWP\Reports\ Stormwater Soil Evaluation.doc
4

Klausner ' oV`e � 1
Lumber S
--� 4 �- Two Site A;pe7�41-v'
. A& - _ _ �' - Wet
Detention
V.(Basin
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• Detention .� • ���
Basin `` _=-' '•
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jo r
rin �,-
MAP SOURCE: W TOPO TERRAIN NAVIGATOR; USGS TOPOGRAPHIC QUADRANGLE MAPS; MAP EDITION 4.0
SCALE: 1” = 12,000 USGS TOPOGRAPHIC MAP FIGURE NO.
DATE: 2012 S&ME ENFIELD QUADRANGLE
DRAWN BY: Y: w WC
WWW.SMEINC.COM PROJECT GWP SITE
PROJECT NO: NC ENGINEER LICENSE #F -0176
1054 -12 -325 3201 SPRING FOREST RD, RALEIGH, NC 27616 HWY 301, ENFIELD, HALIFAX COUNTY, NC

MAP SOURCE: USDA -NRCS HALIFAX COUNTY SOIL S,,RVEY MAP; 2006
SCALE: 1 ° = 24,000, FIGURE NO
DATE: S&ME USDA -NRCS SOIL SURVEY MAP
OCT 2012 HALIFAX CO; SHEET 15
DRAWN BY: WC 2
WWW.SMEINC.COM eROJECT GWP SITE
PROJECT NO: NC ENGINEER LICENSE #F -0176 HWY 301, ENFIELD, HALIFAX COUNTY, NC
1054 -12 -325 3201 SPRING FOREST RD, RALEIGH, NC 27616

i
P
V
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etention
Basin
111112: 1 :12,000
DATE: OCT
DRAWN N BY: wc 2012 S &M E
WWVV.SMEINC.COM
PROJECT NO: NC ENGINEER LICENSE #F -0176
.= 1054-12-325 13201 SPRING FOREST RD, RALEIGH, NC 27616
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POND C
1301C3: 4 -7_1
LEGEND
B-# APPROXIMATE SOIL AUGER BORING LOCATION
WITH ASSOCIATED PROFILE DESCRIPTION ABOVE
• THIS MAP IS ONLY A PORTION OF A REPORT FOR THE NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT
• BACKGROUND AUTOCAD MAP FROM FILE SUPPLIED BY GREEN ENGINEERING AND ASSOCIATES NAMED POND- TEMP.DWG
Klausner Lumber Two Project
SBME Project No. 1034.12 -325 P2
Boring 1
Seasonal High Water Table from existing ground surface: 38 Inches (3.2 feet)
Observed Water Table from existing ground surface: 25 Inches (21 feet)
Boring 2
Dep
Horizon (In)
P
Color
Grade
Structure
Moist
Consistency
moist
USDA Estimated
Permeability (Inlhr)
USDA Estimated
USDA Estimated
Horizon
(in)
Texture
Grade
Structure
Consistency
Notes
Permeability (In /hr)
Conductivity (In/hr)
poatrtxjltmotdoe
1.4-14
At
0.8
2.5Y 93
sandy clay
loam
sandy
week
granular
wry bade
0.6 -2
0.14.1.4
8t2 24+
2.5Y 514
2.5Y 8N
17.$YR 5/8
1sandy clay
• loam
weak
cem
stable
granular
0.6.2
0.14 -1.4
2.6
1.4-14
A2
8.12
2.5Y 5/8
2.5Y 518
sandy
weak
granular
wary *lade
vary *table
2 -6
1.4 -14
Bt2
3038
10YR 518
10YR 518
loam
s°anm
blocky
wry Mable
2 -6
1.4.14
BN
12.38
2.SY S!6
2 S 5/4
sandy clay
week
subangular
Mable
veryMable
2-6
1.4 -14
8t2
20*
2.5Y 514
7.S R 516
loam
weak
blocky
}lade
0.6 -2
0.14.1.4
Bt2
38.48
2.5Y 516
10YR 7/1
sandy clay
week
subanguler
Meble
saturated
0.06 -0.2
0.014 -0.14
1.4 -14
8t3
1
2.5Y 318
loam
sandy
Iced
blocky
granular
wry liable
1 0. .2
0.14.1.4
Seasonal High Water Table from existing ground surface: 38 Inches (3.2 feet)
Observed Water Table from existing ground surface: 25 Inches (21 feet)
Boring 2
Dep
Horizon (In)
Color
Texture
Grade
Structure
Moist
Consistency
Notes
USDA Estimated
Permeability (Inlhr)
USDA Estimated
ConductlNty (Inlhr)
Matrix
owes
A 0.10
2.5Y 413
Grade
sandy
loam
weak
granular
wry liable
Conductivity (In/hr)
2.6
1.4-14
all 10.24
2.5Y 5/4
2.5Y 518
sandy clay
loam
week
subanguiar
blocky
liable
wry Cable
0.6 -2
0.14.1.4
8t2 24+
2.5Y 514
2.5Y 8N
17.$YR 5/8
1sandy clay
• loam
weak
subanguier
blocky
stable
granular
0.6.2
0.14 -1.4
Seasonal High Water Table from existing ground surface: 24 Inches (2.0 foot)
Observed Water Table from existing ground surface: 10 Inches (0.8 feet)
Boring 3
Seasonal High Water Table from existing ground surface: 21 Inches (1.8 fast)
Observed Water Table from existing ground surface: s21 Inches ( ".a foot)
Boring 4
Depth
Color
to M
N
to
moist
Moist
USDA Estimated
USDA Estimated
Horizon
In
Texture
Grade
Structure
Consistency
Notes
Permeability (INhr)
Conductivity (In/hr)
Matrix
Mottle
A
0-8
2.5Y 413
10YR413
sandy
weak
granular
wry Cable
very lhable
2 -6
1.4 -14
E
6-16
10YR 416
loam
sand
granular
vary *table
2-6
1.4 - 14
BN
8.20
2.5Y 5/4
2.5Y 518
sandy clay
week
subenguier
„able
vary *table
2 -6
1.4 -14
Bt2
3038
10YR 518
10YR 518
loam
s°anm
blocky
wry Mable
0.6.2
0.14.1.4
all
18.30
2.5Y 5/4
2 S 5/4
sandy clay
week
sub
wry liable
veryMable
2-6
1.4 -14
8t2
20*
2.5Y 514
7.S R 516
loam -
weak
kular
}lade
2-6
1.4 -14
8t2
1 30.38
2.5Y 6/2
10YR 5/6
sandy clay
weak
y
wry Noble
saturated
0.06 -0.2
0.014 -0.14
Seasonal High Water Table from existing ground surface: 21 Inches (1.8 fast)
Observed Water Table from existing ground surface: s21 Inches ( ".a foot)
Boring 4
Seasonal High Water Table from existing ground surface: 30 Inches 12.5 bet)
Observed Water Table from existing ground surface: 36 Inches (3.0 feet)
Boring 5
Depth
Color
to M
N
to
Moist
Moist
USDA Estimated
USDA Estimated
Horizon
In
Texture
Grade
Structure
Consistent
Notes
Permeability (In /hr)
Conductivity (In/hr)
Matrix
Momee
Ap
0-6
10YR413
10YR413
loam
weak
granular
wry liable
very lhable
2 -6
1.4 -14
E
6-16
10YR 416
seem
sand
granular
vary *table
2 -6
1.4.14
E
6-18
10YR4 /6
10YR416
sandy
week
granular
%ery liable
vary *table
2 -6
1.4 -14
Bt2
3038
10YR 518
10YR 518
ooamm
s°anm
granular
wry Mable
2.6
1.4.14
all
18.30
2.5Y 5/4
2 S 5/4
sandy
week
granular
wry liable
veryMable
2-6
1.4 -14
Bt3
36+
10YR516
10YR S/1
loam
sand
granular
myMeble
2-6
1.4 -14
8t2
1 30.38
2.5Y 6/2
10YR 5/6
a
weak
granular
wry Noble
saturated
2-6
2 -6
1.4 -14
8t3
1
10YR 516
-m
sandy
Iced
weak
granular
wry liable
2.6
1.4 -14
Bt3
3848+
70YR S/6
tOYR 7/1
sandy
weak
granular
very *lade
heavy
7.SYR 416
loam
2.8
1.4.14
Seasonal High Water Table from existing ground surface: 30 Inches 12.5 bet)
Observed Water Table from existing ground surface: 36 Inches (3.0 feet)
Boring 5
Seasonal High Water Table from existing ground surface: 42 Inches (3.5 feet)
Observed Water Table from existing ground surface: 42 Inches (3.5 feet)
Boring 0
M
LU0
N m
0
Z U
Z
U
� Q w
O O U
Depth
Color
to M
N
to
W
Moist
Z
USDAEodmatsd
USDA Estimated
Horizon
(In)
Texture
Grade
Structure
Consistency
Notes
Permeability (INhr)
Conductivity (Irdhr)
Matdz
Mome
Ap
08
10YR413
loam
week
granular
very lhable
2 -6
1.4 -14
E
6-16
10YR 416
sandy
loam
sand
granular
vary *table
2-6
2 -6
1.4 -14
E
8-16
10YR416
loam
-
week
granular
vary *table
2 -6
1.4 -14
Bt2
3038
10YR 518
10YR 518
s°anm
granular
wry Mable
2 -6
1.4 -14
Btl
1630
2 S 5/4
I0.m
weak
granular
veryMable
2-6
1.4 -14
Bt3
36+
10YR516
10YR S/1
I sandy
sand
granular
myMeble
2 -6
1.4 -14
St2
3038
10YR 5/6
10YR 5/8
sandy
week
granular
wry table
2-6
2 -6
1.4 -14
8t3
38+
10YR 516
10YR 8/1
10YR 5/8
sandy
Iced
weak
granular
wry liable
2-6
1.4 -14
Seasonal High Water Table from existing ground surface: 42 Inches (3.5 feet)
Observed Water Table from existing ground surface: 42 Inches (3.5 feet)
Boring 0
M
LU0
N m
0
Z U
Z
U
� Q w
O O U
Seasonal High Water Table from existing ground surface: 30 Inches (2.5169t)
Observed Water Table from existing ground surface: 32 Inches (27 Act )
_m
LLI- Z
� > UZ)
v�
LL
Z
Z�
FIGURE NO.
4
Q
Z
J
H 0
U W
W U
02
of F-
d �
O 0
Z
W
m =) 0
� U
J X
W
U Q
J
`1 J
W
LL
Z
W
w N
W
to M
N
to
W
Z e-
Z
Z
w 0
LLI O
CD
Texture
r
Structure
Consistency
K
�
Seasonal High Water Table from existing ground surface: 30 Inches (2.5169t)
Observed Water Table from existing ground surface: 32 Inches (27 Act )
_m
LLI- Z
� > UZ)
v�
LL
Z
Z�
FIGURE NO.
4
Q
Z
J
H 0
U W
W U
02
of F-
d �
O 0
Z
W
m =) 0
� U
J X
W
U Q
J
`1 J
W
LL
Z
W
Depth
Color
Moist
USDAEstimatod
USDA Estimated
Horizon
(In)
Texture
Grade
Structure
Consistency
Notes
Permeability (INhr)
Conductivity (Whr)
-(m--atd­x-)r(-motdqsl
Ap
0.8
10YR414
loam
granular
very Mebie
2 -6
1.4 -14
E
6-16
10YR 416
sandy
loam
weak
granular
vary *table
2-6
1.4 -14
Sit
1630
2 S 6/4
loam
-
granular
very Mebie
2 -6
1.4 -14
Bt2
3038
10YR 518
10YR 518
week
granular
wry Mable
I0.m
2-6
1.4 -14
Bt3
36+
10YR516
10YR S/1
I sandy
week
granular
myMeble
10YR 518
loam
2-6
1.4 -14
Seasonal High Water Table from existing ground surface: 30 Inches (2.5169t)
Observed Water Table from existing ground surface: 32 Inches (27 Act )
_m
LLI- Z
� > UZ)
v�
LL
Z
Z�
FIGURE NO.
4
Q
Z
J
H 0
U W
W U
02
of F-
d �
O 0
Z
W
m =) 0
� U
J X
W
U Q
J
`1 J
W
LL
Z
W

KLAUSNER LUMBER TWO
HALIFAX COUNTY
POND DESIGN
JUNE 512013
,.F eeD
PREPARED BY:
GREEN ENGINEERING
303 GOLDSBORO ST E
WILSON, NC 27893
252- 237 -5365

Pond "A" {Recycle Pond - Future)
Determine initial volume of pond for storm water retention of a 25 year storm
(4% Annual Chance) and provide outlet for 100 year storm event (1 % Annual Chance).
Site area — 66.5 Acres
Impervious Area = 53 Acres
SCS CN = 87
25 Year 1 day precipitation = 6.46 (p)
25 year peak discharge = 291 cfs
Estimate depth of runoff from 25 year storm:
S — (1000/CN) -10 = (1000/87) -10 = 1.49
Q* = (p -0.2(s)) ^2] I (p +0.8(s)) — [(6.46 - 0.2(1.49) 12] I (6.46 +0.8(1.49) = 37.97 / 7.65
= 4.96 in
V = (Q *)(A) — (4.96in)(66.5 ac) = 1,197,319 of (Estimated Storage Volume)
Pond A Dimensions:
Stage (ft)
Area (ft)
Storage (cf)
88 (Bottom)
133,559
89
137,580
135,551
90
141,657
275,151
91
145,791
418,855
92
149,981
566,722
93
154,228
718,806
94
158,532
875,165
95
162,892
1,035,856
96 25 Yr Storage
167,308
1,200,935
97 Weir (50')
171,782
1,370,458
98
176,311
1,544,482
99 Top of Pond
180,899
1,723,064
Max 25 year Q = 291 cfs
Max 25 Year Elevation = 95.98'
Pond Will Contain. The 25 Year Storm Event

a (0) Hyd. No. 2 -- 26 Year 0 (cfs)
320.00 32Q.00
280,00 280.00
240.00 240.00
200.00 240.00
160.00 _ 180.00
120.00 120.00
80.00 80.00
40.00 _ .. 40.00
0.00 - - - — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
. _ Hyd No. 2 — Hyd No.1 ® Total storage used= 1,196.971 auftTime (hrs)
Q 100 = 421 cfs
Max 100 Year Elevation = 97.22'
Provide 50' Weir at Elevation 97.0 for emergency storm events larger than 100Year (1%
Annual Chance)

Hydraflow Table of Contents
POND-A- RECYCLE. gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2012 by Autodesk, Inc, A Wednesday, 06 1 5 12013
Hydrograph Return Period Recap ......................................... ............................... 1
25 - Year
SummaryReport .................................................................................... ............................... 2
HydrographReports ............................................................................................................. 3
Hydrograph No. 2, Reservoir, POND A ............................................... ............................... 3
PondReport - POND A ................................................................... ............................... 4
100 -Year
SummaryReport .................................................................................... ............................... 5
HydrographReports .............................................................................. ............................... 6
Hydrograph No. 2, Reservoir, POND A ........................ ........... 6
OFReport ................................................................................ ............................... 7

Hydrograph Return Period F�cP, l
ydra o ydrographs Extension for AutoCAD& Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
2
5C5 Runoff
Reservoir
- - - - --
1
30.42
0.000
121.28
0.000
- - - - - --
- - - - - --
- - - - - --
- - - - - --
219.77
0.000
290.53
0.000
- - - - - --
- - - - - --
420.98
16.97
Pond A
POND A
Proj. file: POND- A- RECYCLE.gpw Wednesday, 06 1 5 1 2013

Hydrograph Summary Repo liydraflow Hydrographs Extension for AutoCAD® Civil 3D(3 2012 by Autodesk, Inc. v9
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 Hydrograph
strge used Description
(cult)
1
SCS Runoff
290.53
6
726
1,196,971
- - - - --
- - - - --
- - - - -- Pond A
2
Reservoir
0.000
6
nla
0
1
95.98
1,196,971 POND
POND- A- RECYCLE.gpw
Return Period: 25 Year
Wednesday, 06 15 / 2013

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 2
POND A
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs.
Time to peak
Time interval
= 6 min
Hyd. volume
Inflow hyd. No.
= 1 -Pond A
Max. Elevation
Reservoir name
= POND A
Max. Storage
Storage Indication method used.
Q (cfs)
320.00
280.00
240.00
200.00
160.00
W1)[1I81
:0 1t
40.00
POND A
Hyd. No. 2 -- 25 Year
3
Wednesday, 06 1 5 1 2013
= 0.000 cfs
= n/a
= 0 cuft
= 95.98 ft
= 1,196,971 cuft
Q (cfs)
320.00
r:1 9I
240.00
200.00
160.00
120.00
:ME
40.00
0.00 --L
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 2 Hyd No. 1 = =] Total storage used = 1,196,971 cuft

Pond Report 4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. v9 Wednesday, 0615 / 2013
Pond No. I - POND A
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 88.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00
88.00
133,559
0
0
1.00
89.00
137,580
135,551
135,551
2.00
90.00
141,657
139,600
275,151
3.00
91.00
145,791
143,705
418,855
4.00
92.00
149,981
147,866
566,722
5.00
93.00
154,228
152,084
718,806
6,00
94.00
158,532
156,359
875,165
7.00
95.00
162,892
160,691
1,035,856
8.00
96.00
167,308
165,079
1,200,935
9.00
97.00
171,782
169,523
1,370,458
10.00
98.00
176,311
174,024
1,544,482
11.00
99.00
180,899
178,582
1,723,064
Culvert 1 Orifice Structures
[A]
[B]
[C]
[PrFRsr]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope ( %)
= 0.00
0.00
0.00
nla
N -Value
= .013
.013
.013
nla
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= nla
No
No
No
Weir Structures
[A]
[D]
[C]
[D]
Crest Len (ft)
= 50.00
0.00
0.00
0.00
Crest El. (ft)
= 97.00
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= Rect
- --
- --
- --
Multi -Stage
= No
No
No
No
Exfi1.(infhr)
= 0.000 (by Wet area)
TW Elev. (ft)
= 0.00
Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s) .
Stage (ft) Stage 1 Discharge
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Elev (ft)
100.00
98.00
96.00
94.00
92.00
90.00
on o0
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0
- ---- -- Total Q
Discharge (cfs)

Hydrograph Summary Repolydraflow Hydrographs Extension for AutoCAD® Civil 3D®20i2 by Autodesk, Inc. v9
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 Hydrograph
strge used Description
(tuft)
1
SCS Runoff
420.98
6
726
1,761,873
- - - - --
- - - - --
- - - - -- Pond A
2
Reservoir
16.97
6
924
391,411
1
97.22
1,408,162 POND A
POND- A- RECYCLE.gpw
Return Period: 100 Year
Wednesday, 06 1 5 1 201 3

Hydrograph Report
11
Hydraf low Hydrographs Extension for AutoCAD@Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 061512013
Hyd. No. 2
POND A
Hydrograph type
= Reservoir
Peak discharge
= 16.97 cfs
Storm frequency
= 100 yrs
Time to peak
= 924 min
Time interval
= 6 min
Hyd. volume
= 391,411 tuft
Inflow hyd. No.
= 1 - Pond A
Max. Elevation
= 97.22 ft
Reservoir name
= POND A
Max. Storage
= 1,408,162 tuft
Storage Indication method used.
Q (cfs
480.00
420.00
360.00
300.00
240.00
180.00
fih1119Z1l
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
0 1 1
0.0 IIF� J �
LL lUJ - - 0,00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 2 Hyd No. 1 [LT=j Total storage used = 1,408,162 tuft

Hydraflow Rainfall Report
FA
Hydraflow Hydrographs Extension for AutoCAD® Civil MO 2012 by Autodesk, Inc. v9 Wednesday, 06 1512013
Return
Period
Intensity - Duration - Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
- - - - - --
2
4627.2861
4.2000
1.9134
-- - - - - --
3
0.0000
0.0000
0.0000
-- - - - - --
5
3209.4641
3.2000
1.7771
-- - - - - --
10
2876.6289
2.8000
1.7209
-- - - - - --
25
2703.0281
2.4000
1.6685
- - - ----
50
2674.6011
2.2000
1.6401
-- - - - - --
100
2660.0020
2.0000
1.6157
-- - - - - --
File name: ENFIELD.IDF
Intensity = B 1(Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
66.26
28.88
16.21
10.41
7.27
5.37
4.14
3.29
2.68
2.23
1.88
1.61
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
76.29
32.74
18.50
12.02
8.50
6.36
4.95
3.98
3.28
2.75
2.34
2.02
10
83.88
35.77
20.28
13.24
9.42
7.08
5.55
4.48
3.70
3.12
2.67
2.32
25
95.84
40.50
23.02
15.10
10.79
8.16
6.42
5.21
4.32
3.66
3.14
2.73
50
105.00
44.22
25.17
16.56
11.87
9.00
7.10
5.78
4.81
4.08
3.51
3.06
100
114.67
48.00
27.34
18.03
12.95
9.84
7,78
6.34
5.29
4.49
3.87
3.38
Tc = time in minutes. Values may exceed 60.
Precip. file name: W:IHALCO1 12108 1EnoineerinalPONDSIENFIELD.DCD
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24 -hour
1.50
3.34
4.32
4.32
5.16
6.46
7.59
8.87
SCS 6 -Hr
1.00
2.39
0.00
2.90
3.52
4.27
5.00
5.73
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

Pond "B" Wet Pond (North)
Determine initial volume of pond for storm water retention and for storm water
treatment to reduce Total Suspended Solids, Nitrogen, and Phosphorus. For a 10 year
Storm Event (10% Annual Chance) and provide outlet for 100 year storm event (1%
Annual Chance). Utilize a pond with a permanent pool (wet pond) to achieve:
85% reduction Total Suspended Solids
25% reduction Nitrogen
40% reduction Phosphorus
Storage for a 10% Annual Chance (10 Year) Storm
Site area = 3 9.4 Acres
SCS Pre CN =74
SCS Post CN = 85
10 Year 1 day precipitation = 5.16 (p)
10 year peak pre discharge = 61.33 cfs
10 year peak post discharge = 88.62 cfs
Estimate depth of runoff from 10 year storm:
S = (1000 /CN) -10 = (1000185) -10 = 1.76
Q* = (p- 0.2(s)) ^21 / (p +0.8(s)) _ [(5.16- 0.2(1.76)) ^2] / (5.16 +0.8(1.76) = 23.12 / 6.57
= 3.52in
V = (Q *)(A) = (3.52in)(39.4 ac) = 503,096 of (Storage Volume)
Impervious area = 31.5 acres
Percent impervious = 80 %
Permanent Pool Depth = 3.0'
SD /SA Factor = 3.36
Min Pond Surface Required:
A = [(3.361100)(39.4)](43,560) = 57,666 sf
Storage Volume for 1.5" Flush for 2 -5 day drawdown
Rv = Runoff Coefficient I = Impervious Percentage
Rv= 0.05 +0.009(I) =0.56
Required Volume = (Design Rainfall) (Rv) (Drainage Area)
= (1.5 ") (0.56) (39.4 Ac)
= 2.76 Ac /ft ^2

= 107,158 cf (Wet pond Volume)
Calculate draw down orifice for 2 day drawdown — 172,800 secs.
Provide Orifice for 1.5 cfs
Provide 4" Orifice or equivalent
Pond B"
Total Storage Required — 610,254 cf
Surface area= 57,666 sf
Storage Depth = 2.5'
Pond B Dimensions:
Stage (ft)
Area (ft)
Storage (cf)
= 160 cfs
(Permanent
93.70'
91
(Pool 12" Weir)
58,189
91.5
(Shelf)
65,428
30,883
92
91,238
38,984
92.1
(Riser 4'x4')
93.0
(50' Spillway)
94,865
93,036
94
98,548
96,691
95
102,287
100,402
Max 10 year Q inflow = 90 cfs
Max 10 Year Elevation = 93.14'
Max 10 year Q outflow = 59 cfs
Pre Development 10 year Q = 61 efs
Max 100 Year Q inflow =
175 cfs
Max 100 Year Q outflow
= 160 cfs
Max 100 Year Elevation =
93.70'

Q (cfs)
POND B
Hyd. No. 2 - -18 Year Q (cfs)
0
2 4 6
-- Hyd fro. 2
8 13 12 14 16 18 20 22 24 26 28 30 32 34 v VV
— Hyd No. 1 Total storage used = '� ��,829 cult rime (hrs)
Provide 36" Riser Outlet Pipe at invert 88.5
Riser Height Top 92.1 Bottom 88.5'
Provide 36" RCP Outlet,
Provide Outlet Dissipater for 36" RCP
Velocity= 21 fps
Provide Velocity Dissipater Pad 21' x 11' x 36" With Class 2 Stone.
Provide 50' Emergency Weir at Elevation 93.00.
MENNEN�
IINN
■IIMI�NIN
■ENNEN
IMMEMME
No
,
IINI■®
®®®®■®®MINI
®®■®E®®®®®
■®ES
®®f
NINN
®N
NIIINNNNNN
■ENNEN�
gIINNNNa■®MMI■
0
2 4 6
-- Hyd fro. 2
8 13 12 14 16 18 20 22 24 26 28 30 32 34 v VV
— Hyd No. 1 Total storage used = '� ��,829 cult rime (hrs)
Provide 36" Riser Outlet Pipe at invert 88.5
Riser Height Top 92.1 Bottom 88.5'
Provide 36" RCP Outlet,
Provide Outlet Dissipater for 36" RCP
Velocity= 21 fps
Provide Velocity Dissipater Pad 21' x 11' x 36" With Class 2 Stone.
Provide 50' Emergency Weir at Elevation 93.00.

Hydraflow Table of Contents
POND- C- WET.gpw
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Ino. v9 Wednesday, 06/5/2013
Hydrograph Return Period Recap ......................................... ............................... 1
- Year
SummaryReport .................................................................................... ............................... 2
HydrographReports .............................................................................. ............................... 3
Hydrograph No. 1, SCS Runoff, POND B - POST .............................. ............................... 3
Hydrograph No. 2, Reservoir, POND B ............................................... ............................... 4
PondReport - POND B ................................................................... ............................... 5
10 - Year
SummaryReport .................................................................................... ............................... 6
HydrographReports ............................................................................................................. 7
Hydrograph No. 1, SCS Runoff, POND B - POST .............................. ............................... 7
Hydrograph No. 2, Reservoir, POND B ............................................... ............................... 8
25 - Year
SummaryReport .................................................................................... ............................... 9
HydrographReports ............................................................................ ............................... 10
Hydrograph No. 1, SCS Runoff, POND B - POST ............................ ............................... 10
Hydrograph No. 2, Reservoir, POND B ............................................. ............................... 11
100 - Year
SummaryReport .................................................................................. ............................... 12
HydrographReports ............................................................................ ............................... 13
Hydrograph No. 1, SCS Runoff, POND B - POST ............................ ............................... 13
Hydrograph No. 2, Reservoir, POND B ............................................. ............................... 14
1DFReport .............................................................................. ............................... 15

Hydrograph Return Period Rp
ydra o ydrographs Extension for AutoCADT) Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
2
SCS Runoff
Reservoir
- - - - --
1
10.43
1.259
- - - - - --
- - - - - --
- - - - - --
- - - - - --
- - - - - --
- - - - - --
88.62
58.87
118.78
96.01
- - - - - --
- - - - - --
174.66
158.98
POND B - POST
POND B
Proj. file: POND- B- rev.gpw
Wednesday, 06 / 5 / 2013

Hydrograph Summary Re po Oydraflow Hydrographs Extension for AutoCADO Civil 3D02012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
10.43
6
744
63,971
- - - - --
- - - - --
- - - - --
POND B - POST
2
Reservoir
1.259
6
870
63,888
1
91.52
32,650
POND B
POND -B- rev.gpw
Return Period: 1 Year
Wednesday, 06 1 5 1 2013

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 06 1 5 1 2013
Hyd. No. 1
POND B - POST
Hydrograph type
= SCS Runoff
Peak discharge
= 10.43 cfs
Storm frequency
= 1 yrs
Time to peak
= 744 min
Time interval
= 6 min
Hyd. volume
= 63,971 cuft
Drainage area
= 40.000 ac
Curve number
= 85*
Basin Slope
= 0.4%
Hydraulic length
= 4300 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 42.73 min
Total precip.
= 1.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area /CN) _ [(36.500 x 79) + (48.500 x 90)] 140.000
POND B - POST
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
000
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph
Report
4
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. A
Wednesday, 06 1 5 1 201 3
Hyd, No. 2
POND B
Hydrograph type
= Reservoir
Peak discharge
= 1.259 cfs
Storm frequency
= 1 yrs
Time to peak
= 870 min
Time interval
= 6 min
Hyd. volume
= 63,888 cult
Inflow hyd. No.
= 1 - POND B - POST
Max. Elevation
= 91.52 ft
Reservoir name
= POND B
Max. Storage
= 32,650 cuft
Storage Indication method used
POND B
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 4320 4680
Time (min)
- Hyd No. 2 Hyd No. 1 U=11 Total storage used = 32,650 cuft

Pond Report
Hydraflow Hydrographs Extension for AutOCAD® Civil 3D& 2012 by Autodesk, Inc. v9
Wednesday, 06 1 5 1 2013
Pond No. 1 - POND B
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining
Elevation = 91.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 91.00
58,189
0
0
0.50 91.50
65,428
30,883
30,883
1.00 92.00
91,238
38,984
69,868
2.00 93.00
94,865
93,036
162,904
3.00 94.00
98,548
96,691
259,595
4.00 95.00
102,287
100,402
359,997
Culvert ! Orifice Structures
Weir Structures
[A] [B]
[C] [PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 36.00 0.00
0.00 0.00
Crest Len (ft)
= 1.00 16.00
50.00 0.00
Span (in) = 36.00 0.00
0.00 0.00
Crest El. (ft)
= 91.00 92.10
93.00 0.00
No. Barrels = 1 0
0 0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 88.50 0.00
0.00 0.00
Weir Type
= Rect Rect
Rect - --
Length (ft) = 50.00 0.00
0.00 0.00
Multi -Stage
= Yes Yes
No No
Slope ( %) = 0.50 0.00
0.00 n1a
N -Value = .013 .013
.013 nla
Orifice Coeff. = 0.60 0.60
0.60 0.60
Exfil.(inthr)
= 0.000 (by Wet area)
Multi -Stage = n/a No
No No
TW Elev. (ft)
= 0.00
NoW CulverflOrifice outflows are analyzed
under inlet (ic) and outlet (oc) cortrol, Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
4.00
3.00
2.00
1.00
000
Stage 1 Discharge
Elev (ft)
95.00
94.00
93.00
92.00
91 00
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0
Total Q Discharge (cfs)

Hydrograph Summary Re po 0ydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
88.62
6
738
497,792
- - - - --
- - - - --
- - - - --
POND B - POST
2
Reservoir
58.87
6
762
497,709
1
93.14
175,829
POND B
POND- B- rev.gpw
Return Period: 10 Year
Wednesday, 06 15 1 2013

Hydrograph Report 7
Hydrafiow Hydrographs Extension for AMCAD® Civil 3DO2012 by Autodesk, Inc. v9 Wednesday, 06 15 1 2013
Hyd. No. 1
POND B - POST
Hydrograph type
= SCS Runoff
Peak discharge
88.62 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time interval
= 6 min
Hyd. volume
= 497,792 cuft
Drainage area
= 40.000 ac
Curve number
= 85*
Basin Slope
= 0.4%
Hydraulic length
= 4300 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 42.73 min
Total precip.
= 5.16 in
Distribution
= Type it
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area1CN) = [(36.500 x 79) + (48.500 x 90)] 140.000
POND B - POST
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydrograph Report 8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D02012 by Autodesk, Inc. A
Wednesday, 06 1512013
Hyd. No. 2
POND B
Hydrograph type
= Reservoir
Peak discharge
= 58.87 cfs
Storm frequency
= 10 yrs
Time to peak
= 762 min
Time interval
= 6 min
Hyd. volume
= 497,709 cuft
Inflow hyd. No.
= 1 - POND B - POST
Max. Elevation
= 93.14 ft
Reservoir name
= POND B
Max. Storage
= 175,829 cuft
Storage Indication method used.
POND B
Q {cfs} Hyd. No. 2 -- 10 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
.i
40.00 40.00
30.00 _
30.00
20.00 . , 20.00
10.00 i
10.00
0.00 - - — _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800 1920 2040
Time {min}
Hyd No. 2 Hyd No. 1 [1=- ] Total storage used = 175,829 cuft

Hydrograph Summary Repo l iydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(thin)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
Hydrograph
Description
1
SCS Runoff
118.78
6
738
670,753
- - - - --
- - - - --
-
POND B - POST
2
Reservoir
96.01
6
756
670,669
1
93.39
199,937
POND B
POND- B- rev.gpw
Return Period: 25 Year
Wednesday, 06 / 5 1 2013

Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 06 1 5 1 2013
Hyd. No. 1
POND B - POST
Hydrograph type
= S Runoff
Peak discharge
= 118.78 cfs
Storm frequency
= 25 yrs
Time to peak
= 738 min
Time interval
= 6 min
Hyd. volume
= 670,753 cuft
Drainage area
= 40.000 ac
Curve number
= 85*
Basin Slope
= 0.4%
Hydraulic length
= 4300 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 42.73 min
Total precip.
= 6.46 in
Distribution
= Type Il
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area /CN) = 1(36.500 x 79) + (48.500 x 90)] 140.000
Q (cfs)
120.00
100.00
40.00
20.00
M
POND B - POST
Hyd. No. 1 -- 25 Year
Q (cfs)
120.00
100.00
40.00
20.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2092 by Autodesk, Inc. v9
Hyd. No. 2
POND B
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 6 min
Hyd. volume
Inflow hyd. No.
= 1 - POND B - POST
Max. Elevation
Reservoir name
= POND B
Max. Storage
Storage Indication method used.
Q (cfs;
120.00
100.00
40.00
20.00
11
Wednesday, 06 1 5 12013
= 96.01 cfs
= 756 min
= 670,669 tuft
93.39 ft
= 199,937 tuft
Q (cfs)
120.00
`01 T94,
40.00
K810191
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800 1920
Time (min)
Hyd No. 2 Hyd No. 1 fLLI1 Total storage used = 199,937 tuft

12
Hydrograph
Summary
Repo Oydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. Hydrograph Peak
Time Time to
Hyd. Inflow Maximum
Total Hydrograph
No. type flow
interval Peak
volume hyd(s) elevation
strge used Description
(origin) (cfs)
(min) (min)
(cult) (ft)
(cuff)
1 SCS Runoff 174.66 6 738
998,810 - - - - -- - - - - --
- - - - -- POND B - POST
2 Reservoir 158.98 6 750
998,727 1 93.70
230,189 POND B
POND- B- rev.gpw
Return Period: 100 Year
Wednesday, 06 15 12013

Hydrograph Report 13
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 06 1512013
Hyd. No. 1
POND B - POST
Hydrograph type
= SCS Runoff
Peak discharge
= 174.66 cfs
Storm frequency
= 100 yrs
Time to peak
= 738 min
Time interval
= 6 min
Hyd. volume
= 998,810 cuft
Drainage area
= 40.000 ac
Curve number
= 85*
Basin Slope
= 0.4%
Hydraulic length
= 4300 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 42.73 min
Total precip.
= 8.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area /CN) _ [(3 6.500 x 79) + (48.500 x 90)] 140.000
POND B - POST
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 1 Time (min)

Hydrograph Report 14
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 0615 1 2013
Hyd. No. 2
POND B
Hydrograph type
= Reservoir
Peak discharge
= 158.98 cfs
Storm frequency
= 100 yrs
Time to peak
= 750 min
Time interval
= 6 min
Hyd. volume
= 998,727 cuft
Inflow hyd. No.
= 1 - POND B - POST
Max. Elevation
= 93.70 ft
Reservoir name
= POND B
Max. Storage
= 230,189 tuft
Storage Indication method used
POND B
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 _.. 140.00
120.00
120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Time (min)
°- - Hyd No. 2 Hyd No. 1 L- Total storage used = 230,189 tuft

Hydraflow Rainfall Report
15
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 06 1 5 1 2013
Return
Period
Intensity - Duration - Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
-- - - - - --
2
4627.2861
4.2000
1.9134
-- - - - - --
3
0.0000
0.0000
0.0000
- -- --
5
3209.4641
3.2000
1.7771
-- - - - - --
10
2876.6289
2.8000
1.7209
-- - - - - --
25
2703.0281
2.4000
1.6685
-- - - - - --
50
2674.6011
2.2000
1.6401
-- - - - - --
100
2660.0020
2.0000
1.6157
-- - - - - --
File name: ENFIELD.IDF
Intensity = B 1(Tc + D) ^E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
s0
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
OM
0.00
0.00
0.00
2
66.26
28.88
16.21
10.41
7.27
5.37
4.14
3.29
2.68
2.23
1.88
1.61
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
76.29
32.74
18.50
12.02
8.50
6.36
4.95
3.98
3.28
2.75
2.34
2.02
10
83.88
35.77
20.28
13.24
9.42
7.08
5.55
4.48
3.70
3.12
2.67
2.32
25
95.84
40.50
23.02
15.10
10.79
8.16
6.42
5.21
4.32
3.66
3.14
2.73
50
105.00
44.22
25.17
16.56
11.87
9.00
7.10
5.78
4.81
4.08
3.51
3.06
100
114.67
48.00
27.34
18.03
12.95
9.84
7.78
6.34
5.29
4.49
3.87
3.38
Tc = time in minutes. Values may exceed 60.
Preci . file name: WAHALCO1121081En ineerin TONDSIENFIELD. c
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24 -hour
1.50
3.34
4.32
4.32
5.16
6.46
7.59
8.87
SCS 6 -Hr
1.00
2.39
0.00
2.90
3.52
4.27
5.00
5.73
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

Pond "C" Wet Pond (West)
Determine initial volume of pond for storm water retention and for storm water
treatment to reduce Total Suspended Solids, Nitrogen, and Phosphorus. For a 10 year
Storm Event (10% Annual Chance) and provide outlet for 100 year storm event (1%
Annual Chance). Utilize a pond with a permanent pool (wet pond) to achieve:
85% reduction Total Suspended Solids
25% reduction Nitrogen
40% reduction Phosphorus
Storage for a 10% Annual Chance (10 Year) Storm
Site area = 66.5 Acres
SCS Pre CN = 74
SCS Post CN = 87
10 Year 1 day precipitation = 5.16 (p)
10 year peak pre discharge = 103 cfs
10 year peak post discharge= 91.61 efs
Estimate depth of runoff from 10 year storm.:
S = (10001CN) -10 = (1000/87) -10 = 1.49
Q* = (p- 0.2(s)) ^2] / (p +0.8(s)) = [(5.16 - 0.2(1.49)) ^2] 1(5.16 +0.8(1.49) = 23.6416.35
= 3.72in
V — (Q *)(A) = (3.72in)(66.5 ac) — 897,989 cif (Storage Volume)
Impervious area = 53.2 acres
Percent impervious = 80 %
Permanent Pool Depth = 3.0'
SD /SA Factor = 3.36
Min Pond Surface Required:
A = [(3.361100)(66.5)](43,560) = 97,330 sf
Storage Volume for 1.5" Flush for 2 -5 day drawdown
Rv = Runoff Coefficient I = Impervious Percentage
Rv = 0.05 + 0.009(I) = 0.56
Required Volume = (Design Rainfall) (Rv) (Drainage Area)
= (1.5 ") (0.56) (66.5 Ac)
= 4.66 Ac/ft ^2

= 202,772 of (Wet pond Volume)
Calculate draw down orifice for 2 day drawdown — 172,800 secs.
Provide Orifice for 1.17 cfs
Provide 4" Orifice or equivalent
Pond "C"
Total Storage Required — 610,254 cf
Surface area = 57,666 sf
Storage Depth = 2.5'
Pond C Dimensions:
Stage (ft)
Area (ft)
Storage (cf)
= 275 cfs
(Permanent
91.55'
88
(Pool 12" Weir)
101,452
88.5
(Shelf)
120,415
55,394
88.7
(Riser 5'x 5')
89
161,641
125,648
90
166,435
289,664
90.5
Spillway (50')
91
171,286
458,502
92
176,193
632,218
93
Top of Pond
181,157
810,869
Max 10 year Q inflow = 220.00 cfs
Max 10 Year Elevation = 90.35'
Max 10 year Q outflow = 92 cfs
Pre Development 10 year Q = 103 cfs
Max 100 Year Q inflow =
420 cfs
Max 100 Year Q outflow
= 275 cfs
Max 100 Year Elevation =
91.55'

"fM F "
Q (cfs) Q (cfs)
Hyd. No. 2 - -10 Year
240.00 240.00
210.00 210.00
180.00 6 100.00
180.00 - 1 fi0.00
120.00 120.010
90.00 q 30.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 16 20 22 24 26 28 30 32 34
-° Hyd No. 2 Hyd No.1 Total storage used = 347,602 tuft Time (hrs)
Provide 42" Riser Outlet Pipe at invert 84.5
Riser Height Top 88.7 Bottom 84.5'
Provide 42" RCP Outlet.
Provide Outlet Dissipater for 42" RCP
Velocity = 8 fps
Provide Velocity Dissipater Pad 21' x 11' x 36" With Class 2 Stone.
Provide 50' Emergency Weir at Elevation 90.5.

Hydraflow Table of Contents
POND- C- VVET.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. v9 Wednesday, 06 15 1 2013
Hydrograph Return Period Recap ......................................... ............................... 1
1 -Year
SummaryReport .................................................................................... ............................... 2
HydrographReports .............................................................................. ............................... 3
Hydrograph No. 1, SCS Runoff, Pond C ............ ...............................
Hydrograph No. 2, Reservoir, POND C ......................... ....................... 4
..............................
PondReport - POND C ................................................................... ............................... 5
10 -Year
SummaryReport .................................................................................... ............................... 6
HydrographReports .............................................................................. ............................... 7
Hydrograph No. 1, SCS Runoff, Pond C ............................................. ............................... 7
Hydrograph No. 2, Reservoir, POND C ............................... ............................... ....... 8
25 - Year
SummaryReport .................................................................................... ............................... 9
HydrographReports ............................................................................ ............................... 10
Hydrograph No. 1, SCS Runoff, Pond C ........................................... ............................... 10
Hydrograph No. 2, Reservoir, POND C ............................................. ............................... 11
100 - Year
SummaryReport .................................................................................. ............................... 12
HydrographReports ............................................................................ ............................... 13
Hydrograph No. 1, SCS Runoff, Pond C ........................................... ............................... 13
Hydrograph No. 2, Reservoir, POND C . ............................... ..... 14
OFReport .............................................................................. ............................... 15

Hydrograph Return Period Rp
ydra o ydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
2
SCS Runoff
Reservoir
- - - - --
1
30.42
1.744
121.28
59.17
- - - - - --
- - - - - --
- - - - - --
- - - - - --
219.77
91.61
290.53
941.89
- - - - - --
- - - - - --
420.98
275.43
Pond C
POND C
Proj, file: POND- C- WET.gpw
Wednesday, 06 1 5 1 2013

Hydrograph Summary Repot
ydraflow Hydrographs Extension for AutoCADO Civil 3D02012 by Autodesk, Inc. v9
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
30.42
6
732
129,211
- - - - --
- - - - --
- - - - --
Pond C
2
Reservoir
1.744
6
942
129,062
1
88.65
76,423
POND C
POND- C- WET.gpw
Return Period: 1 Year
Wednesday, 06 1 5 1 2013

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pond C
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 6 min
Hyd. volume
Drainage area
= 66.500 ac
Curve number
Basin Slope
= 0.5%
Hydraulic length
Tc method
= KIRPICH
Time of conc. (Tc)
Total precip.
= 1.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area /CN) = [(50.000 x 90) + (15.000 x 79)] 166.500
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Pond C
Hyd. No. 1 -- 1 Year
3
Wednesday, 06 15 1 2013
= 30.42 cfs
= 732 min
= 129,211 cuft
= 87*
= 2000 fit
= 20.88 min
= Type II
= 484
M
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
O.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 06 1512013
Hyd. No. 2
POND C
Hydrograph type
= Reservoir
Peak discharge
= 1.744 cfs
Storm frequency
= 1 yrs
Time to peak
= 942 min
Time interval
= 6 min
Hyd. volume
= 129,062 tuft
Inflow hyd. No.
= 1 -Pond C
Max. Elevation
= 88.65 ft
Reservoir name
= POND C
Max. Storage
= 76,423 cult
Storage Indication method used.
POND C
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
000
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 nn
0 720 1440 2160 2880 3600 4320 5040 5760 6480 7200
Time (min)
Hyd No. 2 Hyd No. 1 fiTJ= Total storage used = 76,423 tuft

Pond Report 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 06 15 ! 2013
Pond No. 1 - POND C
Weir Structures
Pond Data
[A]
[B]
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 88.00 ft
Stage I Storage Table
[A]
[g]
Stage (ft) Elevation (ft)
Contour area (sgft)
Ill Storage (cuft)
Total storage (cuft)
0.00 88.00
101,452
0
0
0.50 88.50
120,415
55,394
55,394
1.00 89.00
161,641
70,255
125,648
2.00 90.00
166,435
164,016
289,664
3.00 91.00
171,286
168,838
458,502
4.00 92.00
176,193
173,716
632,218
5.00 93.00
181,157
178,651
810,869
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[g]
[C]
[D]
Rise (in)
= 42.00
0.00
0.00
0.00
Crest Len (ft)
= 1.00
25.00
50.00
0.00
Span (in)
= 42.00
0.00
0.00
0.00
Crest EI. (ft)
= 88.00
88.70
90.50
0.00
No. Barrels
= 1
0
0
0
WeirCoeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 84.50
0.00
0.00
0.00
Weir Type
= Rect
Rect
Rect
- --
Length (ft)
= 100.00
0.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope ( %)
= 1.00
0.00
0.00
1
N -Value
= .013
,013
.013
n!a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by Wet area)
Multi -Stage
= nla
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 -
jWFAN ,A
Note: Culvertl0riflce outflows are analyzed under inlet (to) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s
Stage I Discharge
Elev (ft)
93.00
92.00
91.00
90.00
89.00
88 00
0.0 80.0 160.0 240,0 320.0 400.0 480.0 560.0 640.0 720.0 800.0
• Total Q
Discharge (cfs)

Hydrograph Summary Re po l iydraflow Hydrographs Extension for AutoCADe Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(Cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(Cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
I
SCS Runoff
219.77
6
726
897,558
-
- - - - --
- - - - --
Pond C
2
Reservoir
91.61
6
750
897,410
1
90.35
347,602
POND C
POND- C-WET.gpw
Return Period: 10 Year
Wednesday, 06 1 5 1 2013

Hydrograph Report 7
Hydraflow Hydrographs Extension for AutoCADV Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 06 / 5 1 2013
Hyd. No. 1
Pond C
Hydrograph type
= SCS Runoff
Peak discharge
= 219.77 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 6 min
Hyd. volume
= 897,558 cuft
Drainage area
= 66.500 ac
Curve number
= 87*
Basin Slope
= 0.5%
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of cone. (Tc)
= 20.88 min
Total precip.
= 5.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area1CN) = [(50.000 x 90) + (15.000 x 79)]166.500
Q (cfs;
240.00
210.00
180.00
150.00
120.00
a� �f
30.00
Q (cfs)
240.00
ff- M R
180.00
150.00
120.00
30.00
0.00 - -- - I i_ I I I 1 1 - -7%-
0.00
0 420 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- y Hyd No. 1 Time (min)

Hydrograph Report 8
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 06 1 5 1 2013
Hyd. No. 2
POND C
Hydrograph type
= Reservoir
Peak discharge
= 91.61 cfs
Storm frequency
= 10 yrs
Time to peak
= 750 min
Time interval
= 6 min
Hyd. volume
= 897,410 tuft
Inflow hyd. No.
= 1 - Pond C
Max. Elevation
= 90.35 ft
Reservoir name
= POND C
Max. Storage
= 347,602 tuft
Storage Indication method used.
f, I J
Q (cfs) Q (cfs)
Hyd- No. 2 -- 10 Year
240.00 240.00
210.00 _ 210.00
180.00 180.00
150.00 150.x0
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800 1920 2040
Time (rein)
Hyd No. 2 Hyd No. 1 [- -- J Total storage used = 347,602 cuff

Hydrograph Summary Repo Odraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
Hydrograph
Description
1
SCS Runoff
290.53
6
726
1,196,971
- - - - --
- - - - --
- - - - --
Pond C
2
Reservoir
141.89
6
750
1,196,822
1
90.93
442,491
POND C
POND- C- WET.gpw
Return Period: 25 Year
Wednesday, 06/5/2013

Hydrograph Report 10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc, v9 Wednesday, 06/5/2013
Hyd. No. 1
Pond C
Hydrograph type
= S Runoff
Peak discharge
= 290.53 cfs
Storm frequency
= 25 yrs
Time to peak
= 726 min
Time interval
= 6 min
Hyd. volume
= 1,196,971 cult
Drainage area
= 66.500 ac
Curve number
= 87*
Basin Slope
= 0.5 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 20.88 min
Total precip.
= 6.46 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area /CN) = 1(50.000 x 90) + (15.000 x 79)] 166.500
Pond C
Q (cfs) Q (cfs)
Hyd. No. 1 -- 25 Year
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
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
Hyd No. 1 Time (min)

Hydrograph
Repor#
11
Hydraflow Hydrographs Extension for AutoCADO Civil 3DD 2012 by Autodesk, Inc. v9
Wednesday, 06/5/2013
Hyd. No. 2
POND C
Hydrograph type
= Reservoir
Peak discharge
= 141.89 cfs
Storm frequency
= 25 yrs
Time to peak
= 750 min
Time interval
= 6 min
Hyd. volume
= 1,196,822 cuft
Inflow hyd. No.
= 1 - Pond C
Max. Elevation
= 90.93 ft
Reservoir name
= POND C
Max. Storage
= 442,491 cuft
Storage Indication method used.
Q (cfs
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 -1 1 1 - 1 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Time (min)
Hyd No. 2 Hyd No. 1 1 -- __ 1 Total storage used = 442,491 tuft

12
Hydrograph Summary Repo0draflow Hydrographs Extension for AutoCAD& Civil 31D® 2012 by Autodesk, Inc. v9
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 Hydrograph
strge used Description
(cuft)
1
SCS Runoff
420.98
6
726
1,761,873
- - - - --
- - - - --
- - - - -- fond C
2
Reservoir
275.43
6
744
1,761,725
1
91.55
547,588 POND C
POND- C- WET.gpw
Return Period: 100 Year
Wednesday, 0615 / 2013

Hydrograph Report 13
Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO2012 byAutodesk, Inc. v9 Wednesday, 06 1 5 1 2013
Hyd. No. 1
Pond C
Hydrograph type
= SCS Runoff
Peak discharge
= 420.98 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 6 min
Hyd. volume
= 1,761,873 tuft
Drainage area
= 66.500 ac
Curve number
= 87*
Basin Slope
= 0.5%
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 20.88 min
Total precip.
= 8.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area1CN) = [(50.000 x 90) + (15.000 x 79)] 166.500
Pond C
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
000
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. 1 Time (min)

Storage Indication method used.
Q {cfs;
480.00
420.00
360.00
[ 8iffiiilm
240.00
180.00
120.00
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
0.00 ' 1 .... - ] -
-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 Hyd No. 1 [ALL: -tTLI Total storage used = 547,588 tuft
14
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCA6p Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 061512013
Hyd. No. 2
POND C
Hydrograph type
= Reservoir
Peak discharge
= 275.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 744 min
Time interval
= 6 min
Hyd. volume
= 1,761,725 cult
Inflow hyd. No.
= 1 - Pond C
Max. Elevation
= 91.55 ft
Reservoir name
= POND C
Max. Storage
= 547,588 cuft
Storage Indication method used.
Q {cfs;
480.00
420.00
360.00
[ 8iffiiilm
240.00
180.00
120.00
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
0.00 ' 1 .... - ] -
-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 Hyd No. 1 [ALL: -tTLI Total storage used = 547,588 tuft

Hydraflow Rainfall Report
15
Hydraflow Hydrographs Extension for AUtoCADQ Civil 3DS 2012 by Autodesk, Inc. v9 Wednesday, 06 / 5 1 2013
Return
Period
Intensity - Duration - Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
-- - - - - --
2
4627.2861
4.2000
1.9134
-- - - - - --
3
0.0000
0.0000
0.0000
-- - - - - --
5
3209.4641
3.2000
1.7771
-- - - - - --
10
2876.6289
2.8000
1.7209
-- - - - - --
25
2703.0281
2.4000
1.6685
-- - - - - --
50
2674.6011
2.2000
1.6401
-- - - - - --
100
2660.0020
2.0000
1.6157
-- - - - - --
File name: ENFIELD.IDF
Intensity = B 1(Tc + D)"E
Return
Period
Intensity Values (inlhr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
66.26
28.88
16.21
10.41
7.27
5.37
4.14
3.29
2.68
2.23
1.88
1.61
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
76.29
32.74
18.50
12.02
8.50
6.36
4.95
3.98
3.28
2.75
2.34
2.02
10
83.88
35.77
20.28
13.24
9.42
7.08
5.55
4.48
3.70
3.12
2.67
2.32
25
95.84
40.50
23.02
15.10
10.79
8.16
6.42
5.21
4.32
3.66
3.14
2.73
50
105.00
44.22
25.17
16.56
11.87
9.00
7.10
5.78
4.81
4.08
3.51
3.06
100
114.67
48.00
27.34
18.03
12.95
9.84
7.78
6.34
5.29
4.49
3.87
3.38
Tc = time in minutes. Values may exceed 60.
Preci . file name: W:IHALC01121081En ineerin IPQNDSIENFIELD. c
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24 -hour
1.50
3.34
4.32
432
5.16
6.46
7.59
8.87
SCS 6 -Hr
1.00
2.39
0.00
2.90
3.52
4.27
5.00
5.73
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

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3 ,
Location name: Enfield, North Carolina, W '`
Coordinates: 36.1686, - 77.6750
1) Elevation:104ft"
`source: Google Maps �T"Ov f
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval(years)
0.402
J� 0.463
0.522
0.599
0.673
0.738
0.797
200
0.852
50D
0.915
1000
0.977
5 -mm
(0.361 - 0.451)
(0.416 - 0.515)
(0.469 - 0.580)
(0.538 - 0.666)
(0.601 - 0.747)
((0.657 - 0.820)
(0.704- 0.883)1(0.750-0.946)1(0.799-1,02)1(0.846-1.09)
0.643
0040
0.836
0.958
1.07
1.18
7.27
1.35
10 -mm
(0.576- 0.720)
(0.668 - 0.823)
(0.752 - 0.930)
(0.860 -1.07)
(0.958 -1.19)
(1.05 -1.31)
(1.12 -1.40)
11 (1,19 -1.50)
145
(1.26 -1.61}
1.54
(1.33 -1.71)
F-0.8-0-3-]F--0931
1.08
1.21
1.36
1.49
1.60
793
15 -min
1(0.720-0.900)1[(0.840-1.04)
.
(0.951 -1.18)
1 (1.09 -1.35)
1 (1.21 -1.51)
1 (1.33 -1.65)
(1.42 -1.77)
110
1 (1.50 -1.89)
1.82
(1.59 - -2.03)
(1.67 -2.15)
30 -min 1.10
1 1.29
1 1.50
.7B
-1.76--]F-
2.01
2.24
2.45
2.85
2.90
3.13
(0.987 -1.23)
{1.16 -1.43)
{1.35 -1.67)
1 (1.58 -1.95)
11 (1.80-2.24)
(2.00 -2.49)
1 (2.17 -2.72)
1 (2.33 -2.95)
(2.53 -3.22)
(2.71 -3.49)
60 -mm 1.37
(1.23 -1.54)
1.67
11 (1.46 -1.79)
1.93
(1.73 -2.14)
2.29
(2.05 -2.54)
2.68
1 (2.40 -2.98)
3.04
(2,70 -3.37)
3.38
L (2.99 -3.74)
3.72
(3.27 -4.13)
4.16
4.57
1.60
1.89
2.28
2.75
F-3.2-9-1
3.60
4.29
4.82
{3.63 -4.63}
(3.95 -5.09)
2 -hr
(1.43 -1.80)
11 (1.69 -2.11)
1 (2,04 -2.55)
(2.45 -3.07)
1 (2.91 -3.66)
(3.35 -422)
1 (3.76 -4.77)
(4.20 -5.36)
5.52
(4.77 -6.14)
6.19
(5.29 -6.90)
1'70
F--2.-01-7
2.44
F 2.95-71
3.56
4.15
4.73
3 -hr
(1.51 -1.93)
(1.79 -2.26)
(2.17 4.74)
(2.62 -3.32)
11 (3.14 -3.99)
(3.64 -4.65)
11 (4.13 -5.30)
5.36
{4.64 -5.99)
1 6.22
(5.33 -6.96}
7.06
(5.98 -7.91)
2.03
2.39
2.90
3.52
4.27
5.00
5.73
6 -hr
(1.81 -2.29}
(2.14 -2.69)
(2.59 -3.25)
1 (3.14 -3.94)
(3.78 -4.76)
(4.39 -5.56)
1 (4.99 -6.37)
6.52
1 (5.64 -7,24)
7.62
(6.50 -8.45)
8.70
(7.32 -9.66)
12 -hr 2.38
(2,14 -2.66)
2.81
(2,64 -3.13)
3.43
1 (3.08 -3.81)
4,78
1 (3.75 -4.64)
5.10
(4.55 -5.64)
6--02-7F-65-5--11
(5.32 -6,63)
1 (6.08 -7.64)
7.97
(6.90 -8.7fi}
1 9.41
(8.02 -10.3)
10.8
(9.11 -11.9)
76
F-2-7-6-]F-
3.34
4.32
5.16
6.46
7.59
8.87
10.3
24hr
(2.55 -3.01)
(3.09 -3.65)
1 (3.98 -4.71)
1 (4.74 -5.64)
(5.87 -7.05)
1 (6.84 -8.28)
(7.90 -9.69]
(9.08 -11.3)
12.5
(10.8 -13.9)
14.5
(12.3 -16.1)
3.20
3.87
4.95
5.89
-730--]F--8
30
5-
8.53
9.91
F
2 -da y (2.95 -3.61) 11
(3.57 -4.24)
(4.56 -5.42)
(5.39 -6.44)
(6.63 -8.00)
1 (7.67 -9.35)
1 (8.82 -10.9)
11.5
1 (10.1 -12.6)
13.6
{11.9 -15.3}
15.8
(13.4 -17.7)
3.42
4.13
F--5--25-7F-6--2j-7F--7-65---]1
8.89
70.3
11.8
3 -da y (3.16 -3.72)
(3.82 -4.50)
(4.85 -5.71)
(5.72 -6.75)
(6.98 -8,32)
{8.04 -9.68)
{9.19 -11.2)
(10.4 -12.9)
14.7
(12.2 -15.6)
16.1
(13.7 -17.9)
4 -day 3•fi4
(3.38 -3.94)
4.39
(4.07 -4.75)
5.55
(5.14 -6.00)
6.54
1 (6.04 -7.07)
8.00
(7.33 -8.64)
9.26
(8.41 -10.0)
10.6
(9.56 -11.5) 11
12.1
14A
16.3
4.26
5.12
6.43
7.52
9.70
10.4
11.6
(10.8 -13.2)
(12.6 -15.8)
(14.0 -18.0)
7 -day
(3.97 -4.59)
(4.78 -5.52)
(5.99 -6.93)
1 (6.97 -8.09)
(8.38 -9.78)
(9.53 -11,2)
(10.7 -12.8) 1
73.4
(12.0 -14.5)
15.6
(13,8 -17.1)
17.5
(15.3 -19.3)
4.87
5.83
7.21
8.36
7 0.0
11.4
F-1-2,9---T-1-4-4
IF
10 -da y (4.55 -5.22)
(5.46 -6.26)
{6.74 -7.73}
(7.79 -8.95)
(9.28 -10.7)
(10.5 -12.2)
(11.7 -13.8) 1
(13.1 -15.6)
16.7
(14.9 -18.2)
18.fi
(16.4 -20.4)
6.60
7.87
9.57
11.D
13.4
74.6
16.3
20 -da
y 1 (6.20 -7.07)
(7.39 -8.42)
(8.97 -10.2) 1
(10.3 -11.7)
(12.1 -13.9)
(13.5 -15.7)
(15.0 -17.5)
18.1
(16.5 -19.5)
24.7
(16.6 -22.5)
22.7
(20.2 -24.9)
8.17
9.70
11.6
13.2
75.3
17.0
18.8
30 -day (7.71 -8.69)
(9.15 -10.3}
(11.0 -12.4) 1
(12.4 -14.0)
(14.3 -16.3)
(15.9 -18.1)
(17.4 -20.0) 1
20-
06
(18.9 -22.0)
23.0
(21.0 -24.8)
25.0
(22.6 -27.1)
70.3
72.1
14.3
16.1
18.6
20,5
F-2-2.-5-]
24.5
45 -day
(9.73 -10.9}
(11.5 -12.8)
(116 -15.2) 1
(15.2 -17.1) 1
(17.5 -19.7)
(19.2 -21.8) 1
(20.9 -23.9)
(22.7 -26.1}
27.2
(25.0 -29.2)
29A
(262-31.7)
12.4
14.6
17.0
18.9
21.5
23.5
25.5
6D -day
(11.8 -13.1)
(13.8 -15.4)
(16.1 -17.9)
(17.9 -20.0}
(20.3 -22.7)
(22.2 -24.9)
(23.9 -27.0)
27.5
(25.6 -29.2)
34.1
(27.9 -32.2)
32.1
(29.5 -34.5)
estimates in this table are based
on frequency
analysis of partial
duration series (PDS).
Precipitation frequency (PF)
Numbers in parenthesis are
given duration and average
PF estimates at lower and upper
recurrence interval) will be greater
bounds of the
than the upper
90% confidence
bound (or less
interval. The probability that precipitation frequency estimates (for a
than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum
precipitation (PMP) estimates
and may
be higher than
currently valid PM values.
Please refer to NOAH Atlas
14 document for more information.
Back to Top
http:ll hdse. nws. noaa. govl hdsc /pfdslpfds _printpage.httnl ?lat =3 6.1686 &Ion =- 77.6750 &data... 2/25/2013

Precipitation Frequency Data Server
PF graphical
PDS -based depth - duration - frequency (DDF) curves
Coordinates. 36.1686,-77-6750
jj
30
c 25
r
a
20
c
0
15
s7.
10
CL
g
0
E •� r r G s t m m m m m +tl m m m
pis 6 A o r i n5 � � � � � � � © 'pa o * 8
.•r r•r ro „-i ry ro
Duration
35
30
c 25
J-_ ,
Y
20
C
O
v 15
2-
U
L 10
Q.
5 -. ..
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAA NWSJOHDIHDSC Created (GMT): Mon Feb 25 15,44.34 2013
Back to Top
- -- Mans & aerials
Page 2 of 4
Average recurrence
interval
(years)
z
— 5
-� 10
— 25
50
100
— 200
— Soo
1000
Duration
--°- 54Nn
-- 2.04
15-mon
--- 4-d
- — 30-mm
— 7-6
-- 604n)n
— 10.4
-- 2 -hr
---- 20-t
3-11r
--- 30-<
-- 6-hr
--- 45-4
--- 12-hr
24-hr
http:// hdsc. nws. noaa. gov/ hdsc /pfds /pfds_printpage,htmI ?Iat= 36.1686 &ion=- 77.6750&data— 2/25/2013

Precipitation Frequency Data Server
Page 2 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Enfield, North Carolina, US*
Coordinates: 36.1666, - 77.6750 $
Elevation: 104ft* #
Source; Gcogle Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and P. Riley
NOAH, National Weather Service, Silver Spring, Marylard
PF tabular I PF graRhical I Maps & aerials
PF tabular
P,S-based point precipitation frequency estimates with 90% confidence intervals (in inches /hour'
Average recurrence interval(years)
duration
r ----- ��r --- -� 1D
i
25
50 100 200 504
1000
5 -min
4.82 5.56 626 7.18
(4.33 -5,41) (5.02 -6.18)
8.08
8.66 9.56 10.2 11.0
11,7
(5.63 -6.96) (6.46 -7,99)
(7.21 -8.96)
(7.68 -9.84) (8.45 -10.6} (9.00 -11.4) (9.59 -12.2)
(10.2 -13.1 }
10 -min
3.86 4.44 5.02 5.75
(3.46 -4.32) (4.01 -4.94) (4.51 -5.58) (5.16 -6.40)
r,-.4--3-71
(5.75 -7.15)
7.06 7.60 8.10 8.fi8
(6.28 -7.83) (6.71 -8.42)
9.23
{7.13 -8.99) (7.58 -9.66)
7.99 -10.3)
15 -min
3.21 3.72 4.23 4.85
(2.88 -3.60) (3.36 -4.14) {3.80 -4.70) (4.35 -5.39)
5.44
(4.86 -6.04)
5.96 F-6-.40--j .81 7.28
(5.30 -6.61) 1 (5.66 -7,10) (6.04 -7.57)
7.72
30 -min
2.20 2.57 3.01F-3-51-F--4-03--F--4.4-9-
351
(1.97-2.47) (2.32 -2.86) (2.70-3.34) 1 (3.15 -3.91)
4.03
11 (3.60 -4.47)
4.49 4.90 5.30 F- -580
1 (3.99 -4.98) (4.33 -5.43) (4.67 -5.89) 1 (5.06 -6.45)
(5.41 -6.97)
60 -min
1.37 1.61 1.93 2.29
(1.23 -1.54) (1.46 -1.79) (1.73 -2.14) (2.05 -2.54)
2.68
1 (2.40 -2.98)
3.04 3.38 3.72 4.16
1 (2.70 -3.37) (2.99 -3.74) {3.27 -4.13) (3.63 -4.63)
4.57
1 (3.95 -5.09
2 -hr
0.802 0.944 1.14 1.38
1(0.714-0.902)1(0.845-1.05) 1
1.64
1.90 2.15 2.41 F-2.-76---]F--3-.O
)
9
(1.02 -1.27) (1.23 -1.53)
1 (1.46 -1.83)
(1.67 -2.11) 1 (1.88 -2.38) (2.10 -2.fi8J (2.38 -3.07)
(2.65 -3.45)
3 -hr
0.567 0.669 0.811 0.984
1(0.503-0.642)1(0.597-0.753)1(0.723-0.913) 0.874
1.19
1.38 1.58 1.79 2.07
2.35
( -1.11)
1 (1.05 -1.33)
1 (1.21 -1.55) 1 (1.37 -1.76) 1 (1.55 -2.00) (1.78 -2.32)
(1.99 -2.64 )
0.339 0.400 0.485 0.589
0.712
0.835 0.957 1.09
6 -hr
(0.302 - 0.383) (0,358 -0.449) (0.432 - 0.543) (0.524 - 0.659)
(0.631 - 0.795)
1,27
(0.734 - 0.929) 1 (0.834 -1.06} (0.941 -1.21)
1.45
1 (1.22 -1.61)
0.198 0.233 0.284 0.347
0.423
F--o-.60-0--] 0.577 0.662
12 -hr
(0.178- 0.221) (0.211 - 0.260) (0256 -0.316 0.311- 0.385)
) (
(0,377 - 0.488)
) ( 0.781
(0.442- 0.550) (0.505 -0.634 0.573 -0.727 0.666 - 0.857)
) (
0.899 )
(0.756 -0.988
24 -hr
0.115 0.139 0--1-8-0-) 1 0.215
0.269
- -0. 5-22
0.316 0.370 0.430
0.603
(0.106- 0.125) (0.129 - 0.152) (0.166 -0.196 0.197 - 0.235)
(
(0.245 - 0.294)
(0285 -0.345 {0.329 - 0.404) (0.378 -0.471 0.450 - 0.577)
) ) (
(0.512 -0.671 )
2 -day
0.067 0.081 0.103 0.123
(0.061 -- 0.073) (0.074 - 0.088) 0.113)
0.152
0.178 0.206 0.239 0.287
0.330
(0.095 - (0.112- 0.134)
(0.138- 0.167)
(0.160 - 0.195) (0.184- 0.227) (0.209- 0.263) (0.247 - 0.320)
(0.279- 0.369)
3 -da y
0.047 0.057 0.073 0.086
0.106
0.124 0.143 0.164 0.196
0.223
1(0.044-0.052)11(0.053-0,062) (0.067 - 0.079) (0.079 - 0.094)
(0.097- 0,118)
(0.112 - 0.434) (0.128 - 0.156) (0.145 - 0.180} (0.170 - 0.216)
(0.190 - 0.248)
0.038 0.046 0.058 F--60-687170-108-3
0.096 0.111
4 -da y
(0.035 - 0.041) (0.042 - 0.050) (0.054- 0.062) (0.063- 0.074)
(0.076- 0.090)
.126 0.150
I0.1-26--F--0- 15-
(0.088- 0.104) (0.100-0.12J(0,112-0.138)1(0,131-0.165)1(0.146-0.1
0.170
88)
0.025 0.030 0.038 0.045
0.054
O.D62 0.070 01080
7 -da y
1(0.024-0.027)11(0.028-0.033) {0.036 - 0.041) (0.042 -- 0.048)
(0.050 - 0.058)
0.093
(0.057 - 0.067) (0.064 - 0.076) {0.072 - 0.086) (0.0820.102)
0.104
(0.091 - 0.115}
20
0.0 0.024 0.030 0.035
0.042
0.047 0.054 0.060
10 -da y
1(0.019-0.022)1[(0.023-0,026) (0.028- 0.032) (0.032- 0.037)
(0.039 - 0.045)
0.070
(0.044 - 0.051) (0.049 - 0.058) (0.054 - 0.065) (0.062 - 0.076)
0.077
(0.068- 0.085)
0.020 0.023
0.027
0.030 0.034 0.038
20 -da y
13-0. 15-0.
(0.013 - 0.015) (0.015 -0.018 (0.019- 0.021) (0.021- 0.024)
(0.025- 0.029)
0.043
(0.028- 0.033} (0.031- 0.037) 0.034- 0.041) (0.039 - 0.047)
0.047
(0.042- 0.052)
3D -da y
0.011
(0.011 - 0.012)
0.013
(0.013 - 0.014)
0.016
(0.015- 0.017)
4.018
(D.017- 0.019)
O.D21
(0.020- 0.023)
0.024
(0.022 - 0.025)
0.026
(0.024 - 0.028)
0.029
(0.026- 0.031}
45032 0.035
0.034)
0.010
0.011
0.013
0.015
0.017
0.019
0.021
0.023
(0.029 - (0.031- 0.038)
45 -da y
(0.009- O.O1D)
(0.011 - 0.012)
(0-013-0,014)1(0,014-0-016)
1(0.016-0.018)1(0.0113-0.020)
{0.019 - 0.022}
(0.021- 0.024)
0.025 0.027
(0.023- 0.027) (0.026 - 0.029)
60 -day
0.049
0.010
0.012
0013
0.015
0.016
0.018
0.019
OA21 0.022
(0.008- 0.009)
(0.010 -0.011 )
( 0.011 - 0.012 )
( 0,012 - 0.014)
(0.014 - 0.016}
(0.015- 0.017)
(0.017 -0.019 )
( 0.018 - 0.020)
(0.019 - 0.022) (0.020 -0.024 )
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given
duration and average recurrence interval) will be greater than the upper bound (or less than the tower bound) is 5 %. ESGmates at upper bounds are not checked against
probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAH Atlas 14 document for more information.
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http.l lhdsc. nws. noaa. govl hdsc /pfdslpfds _printpage.html ?lat= 36.1686 &lon = - 77.6750 &data... 2/25/2013

Precipitation Frequency Data Server
100.0
Iz s
10.000
G
ZI
51 1.0D0
r
0.100
0.
0.010
0 001
T
PF graphical
PDS -based intensity - duration - frequency (IDF) curves
Coordinates_ 36-1686,-77-6750
C C
C
C
•ff
C
IE
L L �. 4
t r
L
L
T T 7.
T T
7<
— 10-OE
--- 2-hr
— 2"a
--- 3 fir
-- 34"a
rV A us
— 45-&
b '7 'C
'ti 'a
m `b
'p
i
Duration
100.0
14.ODD
e
1.b00
c
e
0.100
U
0.010
0-001
--
2 5 10 25 50 100 200 500 10(
0
Average recurrence interval iyears)
NnAA/NWS(OHD /HDSC Created (GMT): Mon Feb 25 15-27:13 2013
Back t0 Tor)
-, Maps & aerials
Page 2 of 4
Average recurrence
interval
(years)
1
2
— 10
-- 25
— .50
100
— 200
°--- 500
-- 1000
Duration
- a-m"
— ;c-aay
-°- 'IO -m!n
-- 3-day
15-min
— 4-day
— 30-min
— 7-day
-- 50 -grin
— 10-OE
--- 2-hr
— 2"a
--- 3 fir
-- 34"a
"r
— 45-&
— 12-IN
-- 60-dr
--- 24-hr
http: / /hdsc.nws.noaa. gov/hdsc /pfds /pfds _printpage.html ?lat =3 6.1686 &lon -- 77.6750 &data... 2/25/2013

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111124 = 11 11111=1115101
I =1 I I; III =! 10:
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Fr--- -, , , __ I! l I -I L EI 11- 1 I I -1 I I
- -III - � �_? -1 I ! -I 1 -�
FRAME MAY BE CAST
DIRECTLY INTO BOX
(OPTIONAL)
PRECAST OVERSIZE FOR
36 "0 RCP INSTALLATION
(NO KNOCKOUTS)
10 :1 SUBMERGED VEGETATED
PERIMETER SHELF
..0......■
...........:...
NORM. POOL EL. • ii
- --
88. i
POND SECTION_
No Scale
—4' x 4' "GABLE" TRASH RACK
(WELDED REBAR 4" SPACING
AND FRAME PRECAST INTO BOX)
ELEV. 92.10
8" MODEL 101 —C 12" WIDE WEIR ELEV. 91.00
SLIDE GATE WITH
------,— 4' x 4' PRECAST RISER
INVERT AT RISER 88.50
96%96" ANTI—SEEP
COLLARS
11' l EXIST. GRADE
-1 11 - -1 I II I EI -_ - -11 I I I-
8„ MODEL 101 —C
SLIDE GATE WITH
HANDWHEEL OR
EQUAL
POND PERIMETER SHELF — BELOW PERMANENT POOL
_:_
_
6:1 SUBMERGED VEGETATED PERIMETER SHELF:
f. �L£ `x t
l
1. ;. r. ILA
ANDROPOGON VIRGINICUS)
INVERT CULVERT AT OUTLET:
iV F7-
SOFT RUSH
f 1.
__. , � c L
SMARTWEED
SPP.)
SOFT —STEM BULRUSH
�POLYGONNUM
SCIRPUS VALIDUS)
,
ABOVE PERMANENT POOL
BARREL DIA.:
36 "0 RCP
EMERGENCY SPILLWAY ELEV.:
93.50
TOP OF DIKE ELEV.:
95.50
-- _ - - - --
111124 = 11 11111=1115101
I =1 I I; III =! 10:
- I II1 =1II- 1= 1II -I -1
Fr--- -, , , __ I! l I -I L EI 11- 1 I I -1 I I
- -III - � �_? -1 I ! -I 1 -�
FRAME MAY BE CAST
DIRECTLY INTO BOX
(OPTIONAL)
PRECAST OVERSIZE FOR
36 "0 RCP INSTALLATION
(NO KNOCKOUTS)
10 :1 SUBMERGED VEGETATED
PERIMETER SHELF
..0......■
...........:...
NORM. POOL EL. • ii
- --
88. i
POND SECTION_
No Scale
—4' x 4' "GABLE" TRASH RACK
(WELDED REBAR 4" SPACING
AND FRAME PRECAST INTO BOX)
ELEV. 92.10
8" MODEL 101 —C 12" WIDE WEIR ELEV. 91.00
SLIDE GATE WITH
------,— 4' x 4' PRECAST RISER
INVERT AT RISER 88.50
96%96" ANTI—SEEP
COLLARS
11' l EXIST. GRADE
-1 11 - -1 I II I EI -_ - -11 I I I-
8„ MODEL 101 —C
SLIDE GATE WITH
HANDWHEEL OR
EQUAL
POND PERIMETER SHELF — BELOW PERMANENT POOL
ACCEPTABLE WETLAND
SPECIES TO BE PLANTED ON
6:1 SUBMERGED VEGETATED PERIMETER SHELF:
BROOMSEDGE
ANDROPOGON VIRGINICUS)
INVERT CULVERT AT OUTLET:
TYPHA SPP,)
SOFT RUSH
JUNCUS EFFESUS)
SMARTWEED
SPP.)
SOFT —STEM BULRUSH
�POLYGONNUM
SCIRPUS VALIDUS)
POND SIDE SLOPES —
ABOVE PERMANENT POOL
TALL FESCUE
PENSACOLA BAHIAGRASS
SERICEA LESPEDEZA
KOBE LESPEDEZA
a�
DRAINAGE AREA:
85.00 AC.
POND INVERT:
88.00
RISER /BARREL INVERT:
88.50
INVERT CULVERT AT OUTLET:
87.50
PERMANENT POOL:
91.00
4 "0 ORIFICE ELEV,:
91,00
TOP OF RISER ELEV.:
92.50
RISER BOX GEOMETRY.:
2.5° x 2.5' (GRATE /FRAME)
BARREL DIA.:
36 "0 RCP
EMERGENCY SPILLWAY ELEV.:
93.50
TOP OF DIKE ELEV.:
95.50
_` r-
�=C� i, a
Ex. 1' CONTOURS
Ex, 5' CONTOURS---- 119
WETLANDS w w! VV
EXISTING TREE LINE -
EXISTING TREES
TO BE REMOVED
ZONE AE FEMA DESIGNATED 1% ANNUAL
CHANCE FLOOD LIMITS
2011 BORE LOCATION -°-
2012 BORE LOCATION
2012 CPT LOCATION
HOG WIRE FENCE
CHAIN LINK FENCE — x x
30' ZONE 1 BUFFER
20' ZONE 2 BUFFER
Ux
CLEAR AND GRUB OUTLET STRUCTURE SITE.
CONSTR UCT RI SER B AR REL STRUCTURE AS SHOWN
ON THE CONSTRUCTION DRAWINGS AND SPECIFIED
IN THE CONTRACT SPECIFICATIONS.
CLEAR AND GRUB ENTIRE POND SITE, REMOVING
ALL TREES, STUMPS, AND DECAYED MATERIAL.
INSTALL ALL TEMPORARY SEDIMENTATION AND
EROSION CONTROL MEASURES SURROUNDING POND
SITE AS SHOWN ON THE PLANS, AFTER EACH
RAINFALL EVENT, CHECK ALL TEMPORARY
SEDIMENT CONTROL MEASURES AND CORRECT AS
NECESSARY (POND TO BE USED AS TEMPORARY
SEDIMENT TRAP AND SHOULD BE CLEANED OUT
BEFORE POND IS PLACED INTO OPERATION).
REMOVE TOPSOIL FROM POND SITE AND PLACE IN
DESIGNATED BERM AREAS.
PROOF ROLL DIKE FOUNDATION SOILS,
UNDERCUTTING ALL UNSUITABLE MATERIAL AND
REPLACING WITH SUITABLE BACK FILL,
EXCAVATE POND AREA, CONSTRUCT AND BACK
FILL STORM DRAIN OUTFALL AS SHOWN ON THE
CONSTRUCTION DRAWINGS.
PROPERLY STABILIZE POND AREA TO PREVENT
EROSION OF DIKE SLOPES.
UPON COMPLETION OF PROJECT CONSTRUCTION
REMOVE ALL SEDIMENT FROM POND.
LINE TOP AND SIDE OF POND AND DIKE SLOPES
WITH EXCELSIOR CURLED —WOOD MATTING.
ONCE POND AREA IS PROPERLY STABILIZED AND
APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT
FENCING, SEDIMENT BASINS, ETC. AND SEED PER
SPECIFICATIONS.
NO EXISTING WETLANDS WILL BE DISTURBED BY
POND CONSTRUCTION.

1, pt
90
91
(92
LEGEND
47
99 i ~ - 111111 \
10:1 SUBMERGED VEGETATED
E NG R"g" IREMENTS
PERIMETER SHELF POND OmE ul cuu SEDIMENT CONTROL MEASURES AND CORRECT AS
NECESSARY (POND TO BE USED AS TEMPORARY
I- -ii POND PERIMETER SHELF - BELOW PERMANENT POOL
-J I SEDIMENT TRAP AND SHOULD BE CLEANED OUT
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