Rone Creek Subdivision - 229-001-STORMWATER-Calc-pack3

SUPPORTING CALCULATIONS
FOR
RONE CREEK STATION
RESIDENTIAL SUBDIVISION
WAXHAW, NC
3/18/19
PREPARED BY
R.D. DAVIS ENGINEERING, PLLC
P.O. BOX 470085, CHARLOTTE, NC 28247

INTRODUCTION
Rone Creek Station is a proposed residential subdivision located along NC Highway 75 in
Union County, NC. The project consists of proposed roads and 103 proposed lots. See site plan
for more details. This project is also subject to National Pollution Discharge Elimination System
(NPDES) Phase II. To comply with these standards, the following is proposed. This project
proposes to stay below the lower threshold of impervious limits as well as discharge storm
water runoff directly into a FEMA regulated floodplain. As noted on the Post Developed
Drainage Area map, the FEMA regulated floodplain does not cross the property boundary due
to the accuracy of topographic data available at the time of mapping. The floodplain map
indicates that a detailed study was completed on the channel directly adjacent to the project.
Included in that analysis are cross sections with elevations of the projected 100 year water
surface. The surveyor of the project has provided a map that indicates that elevations below
the 100 year water surface do exist on the proposed project. This survey does establish that this
project will have regulated floodplain within the project boundary. Above ground runoff
conveyances (ditches along the proposed roads) and underground runoff conveyances (storm
drains) are proposed to direct runoff from developed areas to natural drainage features. The
following pages include all supporting documentation and calculations to demonstrate
compliance with those standards.
Some assumptions have been made with the calculations. The existing soil is assumed to
be in a wooded condition with a well -established tree canopy or have a good stand of grass
cover in areas not covered with impervious materials. There is an area of offsite drainage to the
north of the site that will be bypassed through the site.
Incorporated by reference with these calculations are:
• Construction plans
• Two (2) drainage area maps for proposed site storm drainage
• A Pre -Developed Drainage Area map
• A Post Developed Drainage Area map
A separate software program was used in the calculations for the storm drain system as
well as the routing calculations for the drainage area analysis. The drainage area analysis
focuses on the drainage basin on the west side of the project that leaves the site prior to
entering the FEMA regulated floodplain.
Summary of flows at analysis point:
Pre -developed flow (cfs):
Post developed flow (cfs):
2 year
25 year
8.13
41.29
7.74
26.97
This analysis demonstrates that the pre -developed flow is not exceeded in the post
developed condition for the required storm events (2 yr and 25 yr — 24 hour design storms).

SUPPORTING DOCUMENTATION

STORM DRAIN CALCULATIONS
IDF curve data taken Frequency Data Server hosted by NOAA (see attached printout). The ten
year design storm was used to calculate inlet capacities, ditches and emergency spillways. The
twenty-five year design storm was used to calculate pipe sizes. As for the inlet types, please
refer to the following pages from the design software, Hyrdaflow Storm Sewers. The pages
describe the various types of inlets that the software has from which to choose. RDD utilized
headwalls to model the FES inlets, drop grates to analyze drop inlets and drop curb to analyze
open throat drop inlets. As part of the following calculations, the HY-8 culvert analysis software
was used to analyze the two bottomless arch culverts. Also included in the following
calculations, at the end, are a demonstration that the PES (parallel end sections) are capable of
passing the 100 year design storm without overtopping.

Inlet Types
Page 1 of 7
Inlet Types
The following section describes Inlet types.
A typical curb opening inlet has a rectangular opening along the face of the curb to
which it is attached. They can have throat openings that are horizontal or inclined. (This
is set in the Design Codes). Hydraflow Storm Sewers Extension assumes inclined throat
openings to be 45 degrees.
The following illustration shows the front view of a curb inlet where
. 1= Length
. 2= Gutter
. 3= Opening
. 4= Throat Height
All curb inlets must be either horizontal as shown in the following illustration on the left,
or inclined as shown in the following illustration on the right.
mk: @MSIT Store: C:AProgram%20Files\Autodesk\AutoCAD%202018\C3D\HIHApps\Stor... 3/ 17/2019

Inlet Types
Page 2 of 7
Grate Inlet
With grate inlets on grade, the Gutter Width should equal the Grate Width.
The following illustration shows
. 1= Length
. 2= Grate
. 3= Width
■■■■M■■■M■
1111011101
■■■■■■■■■■
�r
Combination
Combination inlets require the same input data as Curb and Grate Inlets. Enter unique
lengths for the grate and curb opening. When the curb opening is larger than the grate
length, Hydraflow Storm Sewers Extension assumes the open curb portion is located
upstream of the grate, often called a sweeper inlet. Combination inlets are assumed to
mk: @MSIT Store: C:APrograrn%20Files\Autodesk\AutoCAD%202018\C3D\HIHApps\Stor... 3/ 17/2019

Inlet Types
Page 3 of 7
have horizontal throat openings.
Sweeper Inlets
As determined by HEC-22, the capacity of combination inlets on grade is equal to the
grate alone. Capacity is computed by neglecting the curb opening. The sweeper inlet has
an interception capacity equal to the sum of the curb opening upstream of the grate plus
the grate capacity. The grate capacity of sweeper inlets is reduced from the interception
by the upstream curb opening.
Generic Inlets
Use this inlet type if none of the other inlet types here work for the design situation, or if
you want Hydraflow Storm Sewers Extension to design a capacity for you. For example,
if this generic type has a known capacity of 10 cfs, Hydraflow Storm Sewers Extension
bypasses 2 cfs if the Q catchment plus Q carryover equals 12 cfs.
Note
Generic inlets are not intended to be used in sags (zero gutter slope) when the user -
specified capacity is less than the total Q. In this situation Hydraflow Storm Sewers
Extension bypasses the excess to the bypass line number.
Drop Curb Inlets
These inlets are a type of curb inlet used in sags in open yard areas. They typically have
four sides with rectangular openings. The length you enter should be equal to the sum of
the four sides. Compound cross -slopes are not allowed.
mk: @MSIT Store: C:APrograrn%20Files\Autodesk\AutoCAD%202018\C3D\HIHApps\Stor... 3/ 17/2019

Inlet Types
Page 4 of 7
�-r-r-+r-+r-+r-+r-+r-+r-49
Drop Grate Inlets
Drop grate inlets are similar to the drop curb inlets except that they can be in either sag
or grade locations. Their Sx, Sw values must be equal.
Open Headwalls
Open headwalls do not require gutter or inlet input data. Selecting this junction type is
mainly for cosmetic reasons. Headwalls capture 100% of the flow. Enter the Ground/Rim
elevation as it corresponds to the top of the headwall. Do not use this junction as an
outfall.
No Junction
Select No Inlet when you need to connect two pipes without the use of a traditional
junction. This is useful for modeling pipes on curves. Make a series of straight lines with
mk: @MSIT Store: C:AProgram%20Files\Autodesk\AutoCAD%202018\C3D\HIHApps\Stor... 3/ 17/2019

Inlet Types
Page 5 of 7
No Junction as the junction type. The loss coefficient, when in the Auto mode, is treated
the same as a manhole.
Gutters
Inlets have a gutter cross section that consists of a gutter width and slope, and
compound gutter cross slopes, (Sw and Sx), and an optional local depression. If Sx and
Sw have unique values, HEC-22 calculations treat gutters as if they were depressed. In
the following illustration,
. 1= Spread
. 2= Gutter Width
. 3= Local Depression
. 4= Throat Height
Q
'SIX. -
Enter a name or label to identify the inlet; for example, Inlet 1. Do not use commas or
quotation marks because they interfere with the Hydraflow Storm Sewers Extension file
format.
Any line can have a manhole or inlet at its upstream end and can be in a sag or on
grade. Select the appropriate inlet type from the list. You can enter this value as a
Junction Type on the Pipes tab.
On Grade or Sag
Select On Grade from the drop -down list if the inlet is on a continuous grade. If the inlet
is in a sag or sump location, select Sag. This value is not required for Manholes,
Headwalls, and None. Drop Curb inlets are assumed to be in a sag condition.
Bypass Target
mk: @MSIT Store: C:AProgram%20Files\Autodesk\AutoCAD%202018\C3D\HIHApps\Stor... 3/ 17/2019

Inlet Types
Page 6 of 7
Enter the line number for the line that the bypass flows into. Enter 0 to have the flows
sent offsite. Unlike Downstream Line Numbers, inlet bypass flows can be sent to any
inlet in your system. This is useful in situations when gutters flow opposite their line
flow. This target is indicated on the Plan tab when Gutter Lines has been selected from
the Options menu in the main application window.
In the following illustration, the downstream line number for Line 2 is Line 1, however
the bypass target is Line 3.
I.3 .1
Inlet Length (Curb, Combination, and Drop Curb inlets)
Enter the total length of the opening in feet or meters.
Tip
By setting this value to zero, Hydraflow Storm Sewers Extension automatically designs it
for you based on 100% capture.
Throat neight (Curd - Horiz, combination, and Drop Curb inlets)
Specifies the height of the opening in inches or millimeters and is measured from the
projection of cross slope, Sx. Do not include any local depression amount.
Throat Height (Curb -Inclined throat)
This is the height of the opening in inches or millimeters and is measured perpendicular
to the throat opening angle (assumed to be 45 degrees). Do not include any local
depression amount.
Opening Area (Grate, Combination, and Drop Grate inlets)
Enter the clear opening area of the grate. Required only in sags.
Grate Width and Length (Grate, Combination, and Drop Grate inlets)
Enter the width and length of the grate.
Tip
Set the Length to zero for automatic design. Hydraflow Storm Sewers Extension sizes
the inlet length for 100% capture. When Hydraflow Storm Sewers Extension designs for
grates in sags, including combination inlets, it sizes the grate opening area based on the
Grate Design Depth in the Design Codes.
Known Capacity (Generic inlets)
Enter a known or assumed capacity for this inlet in cfs, cros. If the generic inlet has a
known capacity of 5 cfs, for example, Hydraflow Storm Sewers Extension bypasses 2 cfs
if the Q catchment plus Q carryover equals 7 cfs.
Best Practice
Generic inlets are not meant to be used in sags. When the user -specified capacity is less
mk: @MSIT Store: C:AProgram%20Files\Autodesk\AutoCAD%202018\C3D\HIHApps\Stor... 3/ 17/2019

Inlet Types
Page 7 of 7
than the total Q, Hydraflow Storm Sewers Extension bypasses the excess to the bypass
target line.
Tip
By setting this value to zero, Hydraflow Storm Sewers Extension automatically designs it
for you based on 100% capture.
Cross Slope, Sx
Enter the transverse slope of the pavement section only, Sx in ft/ft or m/m. The value
equals Sw when modeling Drop inlets. This item is not required for Manholes, Headwalls
or None inlet types.
Cross Slope, Sw
Enter the transverse slope of the gutter section only, Sw in ft/ft or m/m. The value
equals Sx when modeling Drop inlets. This item is not required for Manholes, Headwalls,
None and Drop inlet types.
Local Depression
Enter any local depression amount in inches (mm). This value is measured from the
projection of Sx.
Gutter Width
Enter the width of the gutter section in feet (meters). This is the width as it corresponds
to the Sw value, if specified, and should not be less than any grate widths specified for
this line. If this is a Drop Grate inlet, you should select a width wide enough to contain
the entire grate width. This item is not required on Manholes, Headwalls, None, and
Drop Curb inlet types.
Longitudinal Slope
Enter the gutter slope, or longitudinal slope of the inlet in ft/ft (m/m). If the inlet is
located in a sag, Hydraflow Storm Sewers Extension automatically sets this value to 0
and disables the input box. This item is not required on Manholes, Headwalls, None,
Drop Curb inlet types or inlets in sags, but is required for inlets on grade.
Manning's n-Value
Select an n value for the gutter section. This is not required on any inlet in a sag,
Manholes, Headwalls, None and Drop Curb inlet types.
Structure Shape
Optional. Defines the shape of the junction. Choose Circular or Rectangular from the
drop -down list.
Structure Diameter / Length, Width
Optional. If the shape is circular, enter the diameter in feet (meters); otherwise, enter
the length and width. The length is in the direction of the pipe length while the width is
perpendicular.
mk: @MSIT Store: C:AProgram%20Files\Autodesk\AutoCAD%202018\C3D\HIHApps\Stor... 3/ 17/2019

F-
LU
z
rn
.. 4)
=
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
(D
E
U)
U')
U)
U)
U)
U)
U)
O
U')
u)
Lo
U7
Lo
U)
U)
U)
U)
U)
U)
U)
(()
N
H
n
L O
_
_
()
V
7 Q
(.O
M
LO
M
N
N
N
O
M
N
0
m t
o
O
O
O
O
O
O
o
R��+
O
O
O
O
O
O
O
O
N
N
N
N
N
N
N
N
Y
0
C)
0
C
O O
Y
O
O
-
-
O
O
O
O
O
O
O
N
N
Cl)
Cl)
Cl)
N
N
N
CO)
N
y
7
C
N
7
N
-
-
-
M
O
O
-
O
O
N
O
N
O
O
O
O
O
O
O
O
O
� 0
N
9
C)
O
m
Z
U J
r
w x
O
O
O
0
0
0
0
0
O
N
LOO
LOM
O
O
M
M
O
M
Lj 0)
o
0
0
0
0
0
0
0
0
y
�_'{''
LO
C)
LO
OW
LO
OO
OO
OW
OO
L
Q
0 fn
O
M
O
O
O
M
M
O
M
U v-
+-
0
0
0
0
0
0
0
0
0
m
_U
O'
N
O
O
W
(D
CD
(D
(D
(D
CD
CD
CD
CD
CD
O
O
O
r-
O
O
r
O
O
C)
O
O
O
O
O
O
O
O
O
O
O
N
m
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
M
M
Imo-
V
(O
N
M
O
I-
(M
(M
N
r-
'ITM
co
2v
G
N
N
O
T
O
00
O
O
O
r-
r
O
r-
O
o
M
O
r-
C0
U
r
co,
M
(9
O
U)
O
O
O
N
O
O
O
O
U
N
O
CO
O
O
O
O
-
-
O
O
O
O
O
O
-
-
O
O
O
O
O
O
C
ry L
O
O
O
O
O
:
:
O
O
O
O
O
O
:
:
O
O
O
O
O
O
V V
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
N
M
Cp
'q
V
(.0
O
O
O
N
M
O
r-
M
M
O
O
N
ti
V
M
LO
}
_ CY
4
CO
CD
(O
O
W
M
O
(D
O
O
O
O
O
CD
O
O
r
U)
r
O
O
O
I-
O
O
O
O
O
O
N
O
O
O
M
(DO
O
O
04
O
II
O
O
O
O
O
O
r
-
r
-
r
(0
r
(0
r
(0
r
co
O
O
O
O
r
m
r
m
r
m
r
W
r
(O
(9
O
C
C
r-
I^-
r-
r-
r-
r-
O
O
O
r-
r-
r-
r-
�
r-
O
O
r-
n
n
r
r-
h-
N
O,
c
LO
U-)
LO
LO
LO
LO
u)
O
Lo
LO
LO
U)
U)
Lo
LO
U)
LO
LO
LO
LO
Lo
LO
Lo
�5
o
v
v
v
v
v
v
v
o
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
a)
y
3 O
V
0
O
O
O
O
O
0
0
O
O
O
O
O
O
0
O
O
O
O
O
O
0
O
U
0)
r`
a) (0
w
LC)
co
V
O
O
O
�
O
m
LO
O
O
O
N
N
O
O
O
L L
(�
Ci
N
V
(M
O
N
(M
U)
O
O
W
O
O
U)
r
O
r
O
CO
CA
E
O
W
M
CD
CD
(0
'qV
M
M
N
N
CDU)
'�t
'q
N
N
N
M
N
a
(q
r
O
O
(M
0)
U)
N
N
O
W
O
V
Cl?
r,
O
O
U)
W
O
LO
+
R D
Cl)
O)
co
W
V
V
U)
N
N
N
O
N
U)
r
I-
U)
(p
(p
(p
(O
M
(`-)
-a
11J
$
N
(p
Cp
N
(D
N
(D
N
(p
W
W
U)
O
U)
M
U)
O
U)
O
U)
O
U)
O
U)
O
(p
O
U7
M
U)
O
U)
O
U)
O
U)
O
U)
M
LO
U7
CO
N
E
C
E O
-
-
N
M
N
-
-
I-
00
O
O
O
N
M
_
�
N
•.�
++ Z
w
w
2
IE
r
r
r
r
r
r
(V
N
(V
p J
7
0
7
0
7
0
7
O
7
0
U)
j
co
N
W
(N
r
M
(0
m
Q
N
Q
m
O
m
W
V
M
Q
m
V
M
N
r
Q
I�
II
(n
U)
r
(: )
N
M
N
N
M
Cl)
N
N
r
r
M
M
N
(N
N
N
U)
C
W
W
U)M:
CO
2
Cl)
M
0
0
0
2
2
0
0
~
0
>
W
LL
LL
W
2
(n
(n
LU
U)
(n
0
>
N
C—
LL
LL.
0
W
W
LL
0
0
W
W
N
co
o
U)
a
a
a
a
ui
c
U)
LL
6
U
r
(V
M
0
O
r
W
O
O
N
M
V
U)
(.O
ram-
W
O
O
N
CO
N
�
C O
N
N
2
U
J Z
a
Z

F-
LU
z
rn
.. 4)
=
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
E
Lo
ua
(n
Lo
(n
(f)
(n
(n
In
Ln
Lf)
Lo
Lo
tf)
L
N
- HCY)
n
L O
_
_
Or
M
M
wd
6)
(O
O
(0
M
r`
M
N
7 Q
V
(`")
co
co
T
(0
o
M
(0
(a
O N
0
r+ l0'
O
O
O
(U
V
m t
o
O
O
0
O
O
R10
��+
O
O
O
O
O
O
N
N
N
N
N
N
y
O
O
co
O
O
O
C
O
O
Ln
O
O
O
O
J
N
N
N
N
N
N
CO)
N
C
�+ a
Cl)
N
V
O
(0
M
N
N
7 N
—
O
O
O
O
O
O
O
O
O
O
9
V J
...
co
c i
co
w x
o
O
o
O
O
O
o
O
O
N
p
O
M
O
O
O
M
M
O
Lj 0)
o
0
0
0
0
0
0
0
0
co
O
O
O
O
00
O
O
L
Q
0 (n
7
(on
O
Cl)
(on
O
LO
O
LO
O
LO
M
M
LO
O
o
0
0
0
0
0
0
0
0
m
_U
a
O
O
r,-
O
O
O
(0
O
O
O
O
O
O
O
'-
T
V
O
O
V
O
O
O
00
O
O
O
O
O
CD
O
m
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
00
LO
1-
0)
V
It(O
coCD
00
M
I-
'IT
It
G
CY
N
(n
IT
N
N
O
LO
M
M
co
00
-
O
M
(O
`O
U
v
li
N
a
O
L()
N
(n
O
N
L6
M
P7
-
�
U
N
O
1'�
O
O
�
O
N.
O
O
O
C
O
O
O
O
U
O
O
O
O
O
O
O
O
O
O
O
O
O
(!)
CO
I�
0)
O
V
00
N
O
(0
O
CO
(0
r-
V
V
}
_ CY
42
U?
O
m
w
N
N
V
�
O
O
N
O
7
V
V
M
M
LO
'.;�
I--
O
O
O
00
N
CO
V
O
M
O)
co
(0
O
II
(0
(O
m
O
C
C
I-
r-
I-
(n
O
I-
r-
r-
t1-
I-�
r-�
O
r-
r-
r-
t-
I-�
0)
a
c
In
U-)
LO
0
LO
LO
()
(n
(-)
LO
LO
(n
LO
(o
(O
(o
LO
�5
p
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
a)
p
3 p
U
0
O
0
0
0
0
O
O
O
0
0
O
O
O
O
O
0
fU
0)
r`
cm (0
w
CO
M
M
O
r-
N
O
«)
N
O
V
N
(0
(n
W
O
L
V:
W
I�
O
O
N
O
(n
N
O
00
R
07
E
O
0)
O
O
co
(0
(()
O
(O
(O
M
M
LO
N
M
a
(O
r-
�
O
0)
V
N
O
m
-
(0
w
I-
V
O
M
+
R O
$
V
LO
co
0)
(0
N
LO
00
O
O
O
O
�
O
V
-a
W
(0
O
«)
CD
(0
LO
M
(()
(0
Ln
r
(()
r
(()
r-
«)
O
LO
M
LO
O
(()
O
(()
0)
((')
O
(()
O
«)
r
LO
N
E
C
0
E O
m
Lo
(D
=
W
O
CDN
M
V
M
M
�
CD
O
C
++ Z
(N
'r
CV
(V
cu
(V
N
M
M
r)
r)
M
M
M
M
m
co
_
c p
00
0
p
N
O
N
O
(O
LO
V
N
O
W
I-
Q
to
O)
(O
M
Q
=
I�
II
N
c}
V
-
co
Cl)
Cl)
co
M
N
W
0
0
O
0
0
0
0
0
M
c
-
W
W
W
W
>
C
LL
O
W
0-
LL
LL
LL
N
v�
a
6
LL
N
U
ct•
LO
(O
h
00
0)
O
N
M
V
In
0
I-
w
O)
O
O
C 6
N
N
N
N
N
N
M
M
M
cocM
cocM
M
M
M
M
M
J
LL
Z

(1)
w
0-
K
(l)
a)
I-
N
LO
I-
O
LO
C\
M
C)
[,-
�t
�;
0
�t
CO
C'?
9
-
"
OR
r--
CO
(3�
Cl
-
.
N
7
0
CN
r
N
r
r
N
N
CN
0
0
N
—
r
r
C\
N
0
0
—
—
—
—
a)
C)
00
Cl)
(1)
V)
a)
(D
r-
(C)
0
(C)
00
LO
a)
IT
(Y)
00
LO
-1
r:
c?
CR
LI?
C?
Lf?
r-:
r-�
C?
'7
C?
C?
"
(9
IQ
G�
;
CR
LO
a
on
F
�2
0
LO
m
m
0
r-
0
0
C)
N
V'q
M
1-
00
co
00
00
00
(7)
0
00
O
a)
a)
a)
0)
a)
C)
(D
co
(D
(.0
(D
(0
LO
LO
LO
LO
W)
LO
V)
LO
(D
LO
LO
LO
LO
LO
LO
LO
co
a)
-
F)
C0
00
(D
M
O
[--
0
V'
[-
0)
(D
M
M
(.0
LO
_j
(D
C9
LO
N
�
(9
OR
r-:
9
V:
l4z:
ce)
d
tp
09
LO
0
t0
r
00
00
0
�2
C:'
�2
N
(0
0
0
6
0
cD
N
u-)
N
NN
00
00
a)
a)
00
0')
(7)
0
00
a)
a)
a)
0)
m
(D
(.0
(D
C.0
(.0
LO
LO
tr)
LO
LO
LO
LO 00
LO m
(D
LO
LO
LO
LO
0)
LO
a)
LO)
co
(D
rl
Cl)
NN
r-:
M
M
LO
N
00
(D
CF)
C')
(D
CO
g
a)
N
rl
CO
00
N
00
CO
CY)
C')
r-
LO
(D
>
O
N
LO
CO
06
06
(6
C6
(6
C6
6
(b
(b
(yi
oi
4
4
r
00
(-C)
CO
00
0
LO
�2
L2
Lf)
N
M
M
00
C-4
'T
(D
M(D
m
t-
Z
V:
U�
9
LOM.
9
.
0�
LO
LO
LON•
(q
Oq
V:
U?
(Q
V?
7
> 7
co
(.0
LO
(D
Nr
LO
(D
(D
CD
Cl)
m
V)
LO
V)
LO
(.0
(D
Cl)
04
V
ce)
It
'IT
0
CN
U)
00
00
LO
'q
CO
M
N
CN
'q
a)
00
r-
C)
CY)
N
CN
t,
(0
(D
V'
(D
0)
m
0
M
r-
00
00
'IT
IT
0
a)
(l)
a)
V;
a)
'IT
IT
(ND
LOLO
O. m
Lr5
C\i
N
4
-:
(6
.4
oc;
C5
6
6
06
(Ci
L6
(T)
06
C5
6
(6
ULL
C'4
q
Cl)
CN
-
M
LO
CIJ
N
N
N
M
I-
-
04
N
N
N
C)
,It
m
LO
IT
m
IT
r-
(D
N
M
N
V'
(C)
V'
'IT
Fl-
MLO
LO
CF)
LO
o M
MLOco
N
(D
V:LOOC?
CD
C?
I?
r,-,
N
I;r
CO
'IT
OD
N(0
co
q
(D
11
-
r-
r-
-
-
(0
C)
C)
c)
Lo
CIJ
Lo
N
C'�
ci
yi
vi
0
L
CD
LO
N
LO
V
O
0
0
CD
N
M
M
M
q
lzl-
C)
O
Cl)
LO
00
00
fl-
u u7
yN
cy?
O
C9
CO
N
(9
9
9
C?
O
V?
7
9
r*-,
O
9
N
V.
9
C?
9
E
(D
E
C
LO
LO
LO
LO
LO
LO
LO
0
LO
LO
LO
LO
LO
m
LO
LO
LO
LO
LO
LO
LO
LO
LO
o
C>
CD
O
0
C)
0
0
C)
CD
C)
0
0
0
0
CD
C)
CD
C)
CD
C)
0
C)
A?
1:
114:
It
ll'
,I:
ll'
9
9
9
It
ll'
I:
,I:
I:
,I:
q
9
It
ll'
It
,I:
,1:
114:
S
00
cO
co
00
00
00
0
0
C)
co
00
00
00
00
00
CD
0
co
00
co
co
00
co
:ff
(D
O
N
V-1
r-
0
(D
CO
O
m
C)
U.)
V
Nt--
m
N
m
I--
r-
CO
Z3'
Moq
M7
7
7
"
M
4?
O
cq
cq
(q
(9
U?
0
F- Q
LO
U)
U")
Q
O
q
N
N
N
C)
O
Q
O
U')
w
-IT
N
0
0
C)
tl-
C>
m
m
C)
C>
m
N
N
C)
C)
10
Ci
9
9
9
"
C?
(9
9
cq
9
9
U')
7
9
(9
m
0
CD
C)
N
0
0
CD
C)
C)
-
0
0
N
C)
C)
C)
C)
C)
C)
0
CD
O
Ul)
C)
00
O
0
m
0
0
C:)
O
O
0
(0
r-
0
(=
O
O
O
C>
CD
0
C)
0
(D
r
C?
C)
C?
MN
P
(0
N
U)
MLo
r*-:
(q
C>
c?
C:�
9
00
OR
00
"
(D
r*-,
(D
'q:
CO
(,o
0)
"T
C>
O
C:�
O
N00
CR
O
(0
P:
o)
CM
(D
a)
r-
cli
Cl)
(6
00
0
r-
0000
LO
LO
m
N
C)
LO
't
co
od
N
m
C)
C)
'E
r-
m
(D
-
M
CO
Cl)
00
Cl)
;I
co
a) 4)
w
00w
0
0
CD
U.)
to
0
V'
V
V'
CD
CD
LO
U')
LO
to
U')
U')
C\l
C\
r
r
r
M
M
m
r
r
M
N
N
"
m
m
LO
CN
(D
m
CD
t-
(D
O
0
LO
C)
CD
CD
0
1-
0
0
0
O
O
LO
0
U')
C)
11
(D
CD
CD
C\l
0
00
N
U�
9
9
U?
C�
LP
LO
C?
U?
'7
U�
io
0
C'i
—,
C-i
P-
L6
r
6
CD
(,
ci
0
N
C)
CD
CD
p
p
r
CD
M
CD
CF)
C)
O
O
O
N
CO
F-
r-
F-
LO
M
C)
M
M
r-
r�
f-
E
C)
C>
M
O
C?
cl?
ti
LO
LO
op
LP
r-:
�
U?
r-:
14:
'14:
O
(q
9
(q
>
0
LO
a)
0)
Iq
LO
00
00
00
m
'r
M
V'
W
(1)
r�
r-
00
00
co
00
00
00
a)
r-
co
m
a)
O
0)
a)
C)
CO
(D
CD
(0
(D
(0
LO
LO
U')
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
(D
LO
r-
O
r-
q
O
(C)
00
r-
I-
LO
cl)
LO
LO
v
CL
(q
q:
N
CO
C?
9
O
U?
U?
(q
P-:
N
O
O
00
LO
M
0
>
0
a)
Cl)
00
0
C�
C�
LO
00
00
G)
00
C�
V'Cl)
Cl)
00
a)
;:
CO
CD
CO
(0
LO
U')
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
(D
E
0
00
(0
C
O
(D
-T
"T
0
(0
N
N
0
LO
ct
"T
CN
cli
CN
M
CIJ
CL
9
CD
(D
7
9
9
C*?
O
LO
C\!
"
O
C9
O
q:
Cl?
r-�
O
9
LO
Lp
O
LO
+
R
CY)
m
m
(D
-
U)
C\J
C14
04
0
N
U)
P-
LO
(D
(0
(D
(0
�2
�2
C ru
C\l
(0
cli
(D
CN
(D
N
(D
00
V)
a)
LO
a)
LO
0)
LO
a)
W)
m
LO
m
LO
0
(0
a)
LO
a)
U')
0)
LO
a)
U')
0)
LO
0)
LO
co
CO
E
I
CD
E
E 0
m
r-
00
M
M
a)
(2
7'
0
z
12
42
(14
04
U)
-J
0
0
0
0
0
a)
cl,
r
Cl)
(0
m
<
N
<
m
�-)
CCl)
a)
00
v
co
<
m
m
04
<
W
-
M
N
M
N
N
N
N
M
M
N
N
cn
ui
ui
U)
M
Mce)
Es
5
C
U)
Z
=-
E
U-
LL
u
w
0
Uu-
LLLU
w
U
o5
U
On
a
d
a-
U)
LL
(D
M
O
N
m
v
U')
(D
r-
co
0)
O
(N
ce)
6
r
r
r
r
r
r
r
r
r
r
N
N
CN
C*4
2-
0
z
0-
z

(1)
w
0-
K
00
a)
-41
Cl)
V)
LO
LC)
00
C14
(Y)
C0
C\l
(14
;r
M
C)
--:
-
00
N
00
'q
C'?
-
m
r-:
O
V
C'!
C-4
-
0
CN
N
N
N
N
N
N
CN
N
r
r
r
r
r
r
0
-ce)Nmu,)M-O"Mm.qr-wr-00(O
O)
U)
O)
p
"
L9
9
(q
7
M
C?
cq
9
C\j
M
CO
0
Il-
M
M
C\j
LO
LO
0
M
M
r-
t-
CY)
CY)
a)
CY)
LO
LO
(C)
(D
r-
tl-
oo
00
00
00
00
00
(D
LO
LO
LO
LO
LO
Lr)
LO
LO
LO
LO
LO
LC)
LO
LC)
LO
LO
a)
C)
0)
"
r�
00
00
CN
0
00
'n
0�
00
U�
17
1-0
0
C)
M
(P
ll�
9
r*-:
"
_j
(D
C?
Lq
Lo
(D
o
o
o
m
m
0)
LO
a)
Lr)
N
00
V
'IT
CO
w
a)
a)
a)
00
Cl)
m
(o
to
m
LO
LO
LO
(C)
U')
(D
Lf)
U")
1-
LO
00
(")
LO
LO
LO
LO
�)
Lr)
r-
Lf)
co
C
tr)
r-
C)
LO
N
fl-
co
(D
a)
0
Iq
CO
tr)
CO
O
C)
CY)
't
r--
00
IT
V
(1)
LO
0
LO
LO
LO
(c
0')
>
r
-zi
L6
L6
P`
'i
4
co
C-i
4
'i
4
ai
06
cd
CL
r--
O
9
M
(3)
M
N
N
V:
cq
r
W
4?
U?
1p
> 7
(1)
-It
(D
LO
(D
(0
(D
C.0
CO
(D
LO
V
V
V
V
IT
Cl)
00
C)
Cl)
CY)
h
Cl)
(Y)
CN
It
(D
LO
7
7
7
M
C?
OR
CL m
0
1
M
M
M
(D
M
to
COCoLO
m LL
N
N-
V
IT
C14
M
0
M
I,.
(N
NN00
C)
,It
c)
(D
(D
N
(0
m
�2
CM00
rl
a)
Lr)
(N
0
pl-
CO
M
M
M(q
OR
ti
17
(Y?
c?
M
NEL C)
0
Cl)
C�
Cl)
0
Cl)
LO
N
M
N
Lc)
0
M
(D
0
0
-
M
(D
LO
cl)
0
00
r-
CF)
LO
C14
t-:
C?
7
())
9
N
(9
r-,
09
'Q
CO
9
7
Ce?
CY?
CM
N
T
(Y)
Lr)
0
0
M
CO
O
0
Ce)
Lr)
E
z
(D
LO
LO
LO
LO
LO
LO
LO
LO
LO
LO
m
LO
LO
LO
LO
LO
o
C>
CD
00
0
C)
0
0
C)
CD
C)
0
0
0
0
CD
C)
A?
1:
114:
It
CO
9
V
,I:
1:
114:
It
V
9
,1:
1:
,1:
ll;'
V
S
00
co
co
LO
0
00
00
00
co
co
00
0
00
00
00
cc
00
iz
(D
F-
w
N
N
LOU)
U')
(D
m
N
Q0
Ln
co
Z3'
'I:
r-:
L9
U�
,I:
Nr-:
"
(P
cq
ca
0
F-
m
0
00
r-
(D
CY)
0)
CY)
r-
(D
UD
m
Ce)
0
Q
I
CO
CD
M
CO
0
1-
N
C)
U)
CN
0
'q
N
(D
LO
00
V:
.
CO
r
9
9
N
9
U?
"
C?
CO
7
'7
V
m0
-
C)
CO�o
0
C)
C)
C)
0
0
C)
0
c
C)
(7)
O
0
O
C
0
C)
C>
O
0
0
C)
0
O
O
0
(D
m
[--
Cl)
0
-
m
N
(D
Cl)
(D
r-
CO
Z
CO
(.0
r 0)
1-
C4
00
";r
oq
q:
r-:
C?
9
m
LO
C)
V7
ci
0
cli
m
N
LO
LO
m
(Ci
Lci
00
C6
'E
(Y)
't
Cl)
04
N
Iq
00
�2
�2
(D
CN
a) 4)
(o
(0
(o
(C)
(D
(D
't
't
00
00
00
00
Lo
(l)
C\
N
(Y)
0
(Y)
0
Cl)
(1
04
CA
-
-
-
-
LO
CN
(D
00
C>
(7)
0
0
Lo
r-
0
c)
O
O
Lo
0
II
4)
0
U")
-
Lf)
LO
m
m
"t
00
rU)
U?
V?
C?
(0)
-
c)
6
C)
(b
N
_-
M
CD
0
L6
ti
m
Lr)
r-
ce)
LO
0
O
r-
r-
to
Fl-
-
0
0
r-
C)
0
E
I`:
cl?
(q
cq
"
"
L)
CO
Lq
L9
cq
9
7
.2
>
C)
V
V
V
0
0
C)
M
M
q
00M
(D
r-
CO
a)
m
LO
LO
(0
(D
F-
r-
co
00
00
00
00
00
(0
O
U)
LO
LO
LO
LO
LO
LO
U)
LO
LO
LO
LO
LO
LO
LO
LO
LO
M
LO
q
O
F-
r-
U)
r-
r-
N
U)
00
LO
LO
r-:
CL
C)
0?
"
9
V
(q
N
9
r--:
C?
V
CO
M
"
O
d'
CD
0
>
C)
't
Lf)
O
(D
0
04
m
Iq
m
m
m
00
C\j
a)
m
m
LO
(0
(0
r-
F-
00
co
00
w
w
w
w
fl-
CO
u')
LO
LO
LO
LO
LO
LO
U)
LO
LO
LO
LO
LO
LO
U)
LO
E
0
-It
m
O
0
co
(D
LO
C)
(0
(,0
m
Ce)
-
V)
CIJ
(D
CL
CO
I--
N
C>
m
-
It
N
C)
m
-
(o
m
N
.
-.I-C)
Cl)
+
t.6
Mai
-:
(6
NL6
06
6
a)
ci
6
Y)
-:
6
'r
YD
m
Lo
O
(D
0)
W)
(D
U-)
(D
'o
r-
U-)
I-
Lo
r-
U-)
0)
Lo
00
'o
m
Lo
m
U-)
Lo
m
U-)
a)
U.)
r-
lo
E
CD
E
E o
ce)
t-
Lo
(0
CO
M
C)
-
CN
M
4r
U)
U)
M
LO
CD
0
'E
z
N
N
04
N
N
m
m
m
m
co
m
co
m
C-)
m
F-
r a
0
19
-J
ai
O
N
r
O
CO
LO
;T
N
CD
CO
r-
m
0
m
<
=
(0
11
04
r
r
r
.T
r
V
Cl)
CY)
LO
Cl)
Cl)
Cl)
U)
w
0
w
w
w
U-
O
w
U-
U-
LL
LL
6
t
(D
'IT
LO
(D
r-
co
m
0
NM
r
V)
(D
11,
M
0)
CD
Q)
6
N
N
(N
NN
Nm
m
m
co
m
m
m
m
m
2-
0
z
d
z

PS -CULVERT -AREA Type 1124-hr 25-yr Rainfall=6.21 "
Prepared by DealAC Printed 11/11/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1S: OT 10
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.21"
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
15.2
100
0.0490
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.12"
1.8
375
0.0470
3.49
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4
316
0.0450
13.66
24.14
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.012 Concrete pipe, finished
0.3
197
0.0520
11.23
168.52
Channel Flow,
Area= 15.0 sf Perim= 12.0' r= 1.25'
n= 0.035 Earth, dense weeds

00
LO
0
C>
m
jn06[*OZ9*D'AEI
00'CZ9 '13 TWO
I
I
I
I
CD
:Ll-1 - 9t70'6L+0 elS
.
.
.
CD
ti
CD
CD
(D
ry
CD
0
Cl)
04
ui
CD
0
ul 6V'8 L9 '13 'AUI
09*29 *13 TWO
liellno - 00,00+0 ejS
0
C)
a
0
C)
C>
00
tfy
N
LU

E
0
O
C)
CD
C)
CD
C)
CD
� CD
C47
C11
04
0
(D
(D
(D
CD
(D CO
ino zt7,czg '13 'AUJ
9�.qzq .19 Pujo
t, : U-1
ul 06'6�9'13 *AUI
Ino 6W '13 'AUJ
Lo
9E,Z9
C :u-1 19�Z'OL+Z elS
LO
I
N
LO
0
N
Lo
ul 00*9�9'13 'AUJ
Ino jZ,Z�q '13 'AUJ
z ul 00'iZ+ els
ti
I
la Io
ul 00'�L9'13 'AUJ
C�
C)
9
9 C)
9 C)
0
9 0 9
rt
ce)
C)
(D
co
(0
co
co co
a)
V)
E
0
�5

C�
9
9
0
9 9
0
9
CV
m
r--
N
N
<0
Co
io
ro (D
w
Ino t,6*9L9'13'Auj
0 0'29'1� PUJ!E)
9 :ul Z9,99+ ulls
O
ul L6'9�9'13 'AUJ
InO LZ'M '13 'AUI
L9*6L9 *13 W18
Z ul - OO'LZ+ M
ci
LU
ul OOM913 'AUJ
U149 *13 TWO
ilepno - oo,00+o ejS
C�
0
0
0 0
0
C\j
m
N
(.0
co
co
co
ui
a)
V)
E
.2
CO
ca

E
0
O
C>
C)
C)
C� C)
CD
0
a)
co
iQ
iQ
ro
(D
w
0
0)
0
co
0
ti
Ino oq*L l9'13
00'K9'13'PuJS
9 ul - 69Z'09+0 BIS
CO
0 I_-
LO
0)
ICN
CY)
cc
0
—i
(D
LU
O
Ul 00'L69'j3'AU1
0014913 'PuJ0
11133In0- 00,00+0 els
C�
0
00
0
to
(0
(0
co
co
(D
ui

E
0
r
C?
0
C?
c::k 0
q 9
0
9
co
(0
N
00 It
0
m
(D
co
coo
) 00 r-
(.0
C:,
(0
Ino 99*669 '13 'AUI
gVMT3 PUJ!D
9 Ul - CZZ' LS+s ulls
LO
O
0
O
(0
It
"It
o
ap
Cl
O
O
ul C2'969'I3 'AUI
Ino CS'969 '13 'AUI
Ci
06'909'1 3 wN
t7l:u-1 - E9L'ZL+E els
LO
0
LO
m
co
o
O
04
Ul 9L'889'I3 'AUI
ino 59,999 '13 'AUI
N'Z69'3 Wid
C u� - 966 99+F elSco
00
O
0
c
ul 69'999'13 'AUIC11
Ino W'999
Z6'069 *13 wl�l
c
Zb :ul- LL'V8+1 M
oc
cc
c
ul l 9"1799"13 'AUI
a
I
Ino M1789 '13 'AUI
C,
Q
t7TZ:69 13 wl2l
6 :ul - C91717+ [ M
Q
CT
Ul LL'489'13 'AUI
ino 9Z, Lvq "JA ALIJ
t76'969'13 WIH
9 : Ul - 8 V 99+0 els
0 LU
Ul 9L'9.LS'I3
"AUI
Ino 9t7'OL9 '13 , Aul
9CA799 '13 wl N
Z:Ul - 9t7'Z6+0 UIS
M
0
rp,
Lo m
Ul MOL9 '13 'AUI
gg'OL9'13 TUJ9
Ilejlno - 00,00+0 ejS
o
0
0
C� 0
p
90
o
co
00
00
0
(0
co
coo
(0
(0
U') LO
LO

0
00
0
0
00
0
o(n 0
0
co
't
00
N
c7
CO—
M
(0
, co
00
0
(.0
co
co
L0_
(n
(n
0
in0
°O°
0
bZ ;u
0
UI
in0
0
£Z :u
0
m
0
O
m
0
UI
0
in0
ZZ :u
I1111111111111111iii1111110
0
v
�
ulin0
0n
6Z•u
O
ulin0OZ:U
N
ulin0Ll:u
w-
' 9+'
ulin0
0
9l;u
UIL0
0
0
0
0
0v�
M
M
0
c000
co
co
co
(n
(o
(n
w
II
III
Ii

E
0
O
C
C
C
0 0
C)
00
m
CN CO
m 00
co
Ino jVjj-gb--S--tg-A-ut—
(0
(0
tfT
In LO
0
�10'669'13 W!*d
,IS LZ:ul 669'176+0 L
Lo
0 0
Ul 9V'V69'l3'AUj
co
ino t769 '13'AUI
9Z: u-1 69 VLL+Z MS
LO
O
Lo
C11
Lo C',
0
0
to
O
O
LCT LU
ti
ul 17VJ69'lA 'AUJ
I n 0 '13 'AUJ
�!C J�'069
969,1A WQA
LO
U=
LO
ino V 069 - 13 'AUJ
W,
C�
9
9
p
0 0
9 9
't
CD
co
m
N to
a) co
co
co
co
LO
V) V)
a)
V)
E
0
�5
_i

0
0
CP
O
O
�N�ll
O
v j O
O
ln0 ' '1- 'nu,
o00
w
LO
6&
o
LO
LO
LO
o
LE :u 9L'Sti+6 PISU,
0
ln0
9E :ul
o
0
rn
u,
ln0
6E :u
00
u,
ln0
0
EE :u
0
0
0
m
ul
o
ln0
"' 0�-
ZE :u 69*c;C+17 PIS
ul
o
ln0
0
v
lE :ul
u,
ln0
00
OE :u
u,
lnp
o
6Z :u
o
w
ul 091,9913
lnp
sZ :U
o
u,
Z
Ilelln
o
-
o
0
0
0 0
0
of
v
o
ai
F-
LO
v
LY
y co
co
an
m
�h- LO
n
LO
v
ui
111
li_
I'll
�I1

E
0
O
:,
CD
9
CD
9
c::k
C�
0
9
0
9
ai
C)
(0
0)
co
0)
c::k
m
P-
00
IT
00
to
to
to
to
0
0)
O
co
O
ti
0
O
Ino 26'699 *13 "AUI
9t,*09'13 TWO
K :ul - 99,V7+0 94S
o
co
0
C,j
LU
O
Ul L8*929'13 'AUI
Ino LO*Cqq '13'AUI
98'069'13 wll
00,00+0 els
C)
C)
C)
0
0
0
rn
(D
m
CY)
m
C�
m
rl-
co
co
m
m
U')
LO
LO

E
0
r
:,
C�
CD
9
CD
9
c::k
C�
0
9
0
9
LO
C)
co
0)
rn
a)
00
P-
00
LO
00
to
to
to
to
U')
U')
0
a)
O
co
O
ti
0
O
ino gvegg 'IE]'AUI
ZO'069 '13 -PUJE)
-
H,
6S :ul- 170'07+0 EIS
CY)
cli
0
LU
O
Ul 00*L95'13 'AUI
ino L9,1799 '13'AUI
C9'069 '13 wll
00,00+0 BIS
C)
C)
C)
0
0
0
LO
m
m CY)
a)
w
rl- co
coLO
m
m
U')
LO
LO

E
0
r
:,
C�
CD
9
CD
9
c::k
C�
0
9
0
9
LO
co
ao
rl.
r-
Cl)
P-
a)
(D
LO
co
to
to
to
to
U')
U')
0
a)
0
co
0
I-
0
(0
0
U')
10
Ino 99'ZL9 ]EI
9SW9,13 TWO
Ot All - 9 [' W+O UIS
CY)
0
LU
O
Ul 96*999*13 'AUI
Ino LZ'999 '13'AUI
9177L9 '0 wlb
00'00+091S
C)
C)
C)
0
0
C)
ono
r-
co
m
LO
U')
m
an
U')
U)
LO

UPPER CULVERT
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: User Defined

Table 1 - Summary of Culvert Flows at Crossing: Crossing 1
Headwater Elevatio
Total Discharge (c
ARCH C;l 11 VFRT
Discharge (cfs)
Roadwa\/ r)ischar
(cfs)
Iterations
607.74
878.79
878.79
0.00
Overtopping

Rating Curve Plot for Crossing: Crossing 1
608
607
Z 505
0 505
>
m 604
w 503
m
cu 602
m 601
z
600
599
598
Total Rating Cune
crossing: crossing 1
200 400 600 800
Total discharge (cfs)

Table 2 - Culvert Summary Table: ARCH CULVERT
Total
Dischar
e (cfs)
Culvert
Dischar
a (cfs)
Headwa
r
Elevatio
Inlet
Control
Depth (f
Outlet
Control
Depth (
Flow
Type
Normal
Depth (I
Critical
Depth (I
Outlet
Depth (f
Tailwat
Depth (f
Outlet
Velocit
(ft/s)
Tailwate
Velocity
(ft/s)
27.02
27.02
598.21
1.254
0.0
1-S2
0.671
1.101
0.793
0.688
5.741
16.265

* Full Flow Headwater elevation is below inlet invert.

********************************************************************************
Straight Culvert
Inlet Elevation (invert): 596.96 ft, Outlet Elevation (invert): 595.05 ft
Culvert Length: 14.13 ft, Culvert Slope: 0.1364
********************************************************************************

Culvert Performance Curve Plot: ARCH CULVERT
608
606
d
' 604
d
W
602
7D
M
m
= 600
598
Performance Curve
Cii ert: ARCH CULVERT
0 0
Inlet Control Elev outlet Control Elev
U 1UU 4UU ODU UUU
Total discharge (cfs)

Water Surface Profile Plot for Culvert: ARCH CULVERT
60€
60C
604
s=
0 602
}
m
w 60C
59€
59C
Crossing - Crossing 1, Design Discharge - 2'.0 cfs
Cuhert - ARCH CL-L ERT_ Culvert Discharge - -?_] cfs
11 �-1 IV I
5tatian (ft)
Site Data - ARCH CULVERT
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 596.96 ft
Outlet Station: 14.00 ft
Outlet Elevation: 595.05 ft
Number of Barrels: 1
Culvert Data Summary - ARCH CULVERT
Barrel Shape: User Defined
Barrel Span: 15.96 ft
Barrel Rise: 5.79 ft
Barrel Material: Corrugated Metal Riveted or Welded
Embedment: 0.00 in
Barrel Manning's n: 0.0350 (top and sides)
Manning's n: 0.0100 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: NONE

Table 3 - Downstream Channel Rating Curve (Crossing: Crossing 1)
Flow (cfs)
Water Rijrfac
Elev (ft)
Depth (ft)
Velocity (ft/s
Shear (psf)
Froude Numb
27.02
595.74
0.69
16.27
4.29
4.89

Tailwater Channel Data - Crossing 1
Tailwater Channel Option: Irregular Channel
Roadway Data for Crossing: Crossing 1
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Roadway Surface: Paved
Roadway Top Width: 12.00 ft

LOWER CULVERT
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: User Defined

Table 1 - Summary of Culvert Flows at Crossing: Lower Culvert
Headwater Elevatio
Total Discharge (c
LowPr Arrh C;111vP
Discharge (cfs)
Roadway Oischar
(cfs)
Iterations
557.94
740.27
740.27
0.00
Overtopping

Rating Curve Plot for Crossing: Lower Culvert
563
562
561
0
CU 560
m
w
� 559
558
CU
m
z
557
556
Total Rating Cune
Crossing: Lower Cuh-ert
4nu 5UU L)L)U UUU t75U fUU (L)U
Total discharge (cfs)

Table 2 - Culvert Summary Table: Lower Arch Culvert
Total
Dischar
e (cfs)
Culvert
Dischar
a (cfs)
Headwa
r
Elevatio
Inlet
Control
Depth (f
Outlet
Control
Depth (
Flow
Type
Normal
Depth (I
Critical
Depth (I
Outlet
Depth (f
Tailwat
Depth (f
Outlet
Velocit
(ft/s)
Tailwate
Velocity
(ft/s)
624.00
624.0
557.1
6.211
7.455
7-M2
6.390
4.795
4.795
3.260
10.90
17.759

********************************************************************************
Straight Culvert
Inlet Elevation (invert): 549.70 ft, Outlet Elevation (invert): 549.60 ft
Culvert Length: 17.00 ft, Culvert Slope: 0.0059
********************************************************************************

Culvert Performance Curve Plot: Lower Arch Culvert
55S_0
557.5
0 557.0
556.5
w
555.5
M
(D
= 555.0
554.5
Performance Curve
Culvert: Lover Arch Culvert
0 0
Inlet Cantral Elev Outlet Control Elev
4z�U �UU ��U t7UU 07 )U /UU fZ�U
Total discharge (cfs)

Water Surface Profile Plot for Culvert: Lower Arch Culvert
Crossing - Lower Culvert, Design Discharge - 624.0 cfs
Cuh ert - Lower Arch Culvert. Cuhert Discharge - 624_0 cfs
555
55t
551
55(
-- 55`.
0
� 55�
}
m
w 55:
5E
55'
55(
5tatian (ft)
Site Data - Lower Arch Culvert
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 549.70 ft
Outlet Station: 17.00 ft
Outlet Elevation: 549.60 ft
Number of Barrels: 1
Culvert Data Summary - Lower Arch Culvert
Barrel Shape: User Defined
Barrel Span: 15.98 ft
Barrel Rise: 6.39 ft
Barrel Material: Corrugated Metal Riveted or Welded
Embedment: 0.00 in
Barrel Manning's n: 0.0350 (top and sides)
Manning's n: 0.0100 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: NONE

Table 3 - Downstream Channel Rating Curve (Crossing: Lower Culvert)
Flow (cfs)
Water Rijrfac
Elev (ft)
Depth (ft)
Velocity (ft/s
Shear (psf)
Froude Numb
624.00
552.91
3.26
17.76
1.83
1.91

Tailwater Channel Data - Lower Culvert
Tailwater Channel Option: Irregular Channel
Roadway Data for Crossing: Lower Culvert
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Roadway Surface: Paved
Roadway Top Width: 15.00 ft

I a
s
C3
C)
LO
to
U)
to
LO
Lo
LO
LO
Mco
a
ClC> )
Lf)
>
> D
C�
CL
C14
04
M LL
C�
C14
C)
C14
C\l
0
C14
U�
m
u
cq
C)
04
(D
-0
U�
E
u
04
(D
=$
z
LO
LO
'E
It
Nr
(D
m
(D
0
Co
U�
m
C�
C�
0
(D
C�
C�
C)
C�
(D
C>
C)
—j (D
LO
LO
a) 4)
a N
in7
(D
CL
C�
C�
C)
C)
cn
§
C,
(D
>
LO
LO
t
(D
>
to
U)
CF)
E
C14
04
+
C�
(b
C?
(D
a)
E
a
LO
3
Ix
0
o
Ez
(n
w
LO
35
}
CR
LO
<
ca
�2
(D
(D
w
LU
(D 6
(D
9
ui
.s
o
z

LO
CDC)
Il-
r-:
00
r--:
0)
00
m
00
0)
LO
LO
0)
C\I
CL
D
't
LO
LO
LO
a
C',
0�
",
>
00
a)
7@CL
>
CID
C\I
C0
C-i
0
as
C\I
,I:
V: C\I
CL o
U-
C)
(N
C)
C14
t2
00
CN
4)
'7
(D
z
C?
Lo
0')
m
C\l
m
0
m
0) M
r-
rOf l-
Cm.
m
0
6
2
c
0
0)
CD
C)
c::,
C)
r
c:>
c::,
L6
U-i
E2
4) 0
>-
C N
C)
0
4) W
a 0-
CD
9
C>
q
If
'a
0
0
Cl
a
4) a
Lf)
E
> 0
r-
OD
&0
a) 00
LC)
4) CL
C?
C�
0
>
C)
C)
<
r-
0)
to
m
LO
s
cl�
a)
E
(0
Q0
+
IN
cq
f
(D
E
m
LO
0')
LO
0
Z,
E o
F-
Cl) z
co
<
LO
<
ca
Z_
N
ce)
co
LU
U)
LU
16
U)
LU
4)
0
2
F-
0
z
0-
z

I a
N
0)
'IT
0)
.0
o6
00
(3i
00
0)
LO
LO
'r
\
CL
D
C)
C:)
LO
LO
al
r"
O�
1`-� m
>a
0)
00
7@CL
>
(D
c"I
4
Nr
—
Lci
0
as
C,4
U-
cq
LO
c::,
C6
(6
0
0)
(D
U)
CD
s
0
C6
(6
z
E
'F-
Lo
0')
m
a
a)
m
co
04
0
m
M
00
CN
m
C5
2
0
0)
0to
.2
00
CN
E2
4) 0
>-
C N
C)
0
C::o
If
'a
0
LO
a
4) a
C)
LC)
C)
10
E
>
00
OD
&0
00
00
Lc)
4) CL
C,I
LO
0
>
<
00
tor
00
a)
E
Cl)
+
(D
LO
U')
0
E z o
(D
Cl)
co
m
F-
<
LO
LO
11
Z_
20
ce)
Cl)
U)
C/)
LU
LU
CL
(D
c
a.
LL
16
66
LU
4)
r-
ce)
00
m
a)
—
2
F-
0
0-
z

RAINFALL INTENSITY CHART FROM THE NATIONAL WEATHER SERVICE

Precipitation Frequency Data Server
https://hdsc.nws. noaa. gov/hdsc/pfds/pfds_printpage.html?lat=34.9184&...
NOAA Atlas 14, Volume 2, Version 3
Location name: Waxhaw, North Carolina, USA*''�"'`4
Latitude: 34.9184°, Longitude:-80.7633o
Elevation: 602.15 ft**
*source ESRI Maps
Men[:
**source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA 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/hour)
Average recurrence interval (years)
a ration �1��2��5� 10 25 50 100 200 500 1000
5-min
5.04
(4.64-5.47)
5.94
1 (5.46-6.48)
6.90
1 (6.32-7.51)
7.61
(6.96-8.27)
8.41
1 (7.68-9.13)
8.98
1 (8.15-9.73)
9.49
1 (8.58-10.3)
9.96
1 (8.95-10.8)
10.5
1 (9.36-11.4)
10.9
1 (9.62-11.9)
10-min
F-4-.0-3-1
(3.71-4.37)
F 5.53
1 (5.07-6.02)
6.08
(5.57-6.61)
6.70
1 (6.11-7.27)
7.15
1 (6.49-7.75)
7.54
1 (6.82-8.18)
7.90
1 (7.10-8.57)
8.30
1 (7.40-9.03)
8.57
1 (7.58-9.34)
15-min 3.35 3.98 4.66 5.13 5.66 6.03 6.36 6.64 6.97 7.17
(3.09-3.64) (3.66-4.34) (4.27-5.07) (4.70-5.57) (5.17-6.14) (5.48-6.54) (5.74-6.89) (5.97-7.21) (6.21-7.58) (6.34-7.81)
30-min 2.30 2.75F 3.31 3.71 4.20 4.54 4.87 5.17 5.54 5.81
(2.12-2.50) (2.53 3.00) (3.04-3.60) 1 (3.40-4.04) (3.83-4.55) (4.13-4.93) (4.40-5.28) (4.65-5.61) (4.94-6.03) (5.13-6.33)
60-min 1.43 1.73F 2.12 2.42 2.79 3.08 3.35 3.63 3.98 4.24
(1.32-1.56) (1.591.88) (1.95-2.31) 1 (2.22-2.63) (2.55-3.03) (2.80-3.34) (3.03-3.63) (3.26-3.93) (3.54-4.33) (3.75-4.62)
2-h r 0.828 1.00 1.24 1.42 1.66 1.84 2.03 2.21 2.45 2.64
(0.758-0.906) (0.915-1.10) 1 (1.13-1.36) 1 (1.30-1.56) 1 (1.51-1.81) 1 (1.67-2.01) 1 (1.82-2.21) 1 (1.97-2.41) 1 (2.17-2.68) (2.31-2.88)
3-h r 0.586 0.706 0.880 1.02 1.20 1.35 1.50 1.65 1.86 2.03
(0.535-0.644) (0.645-0.777) (0.803-0.967) (0.924-1.11) 1 (1.09-1.31) 1 (1.21-1.47) 1 (1.34-1.63) 1 (1.47-1.80) 1 (1.63-2.04) (1.76-2.22)
6-h r 0.352 0.425 0.530 0.613 0.727 0.818 0.912 1.01 1.15 1.25
(0.323-0.387) (0.389-0.466) (0.484-0.581) (0.559-0.671) (0.658-0.793) (0.737-0.891) (0.815-0.993) (0.894-1.10) 1 (1.00-1.25)
12-h r 0.207 0.249 0.312 0.363 0.434 0.492 0.552 0.615 0.705 0.778
(0.190-0.227) (0.229-0.274) (0.286-0.343) (0.331-0.398) (0.393-0.474) (0.442-0.536) (0.491-0.601) (0.542-0.669) (0.611-0.766) (0.665-0.846;
24-h r 0.123 0.148 0.186 0.216 0.259 0.293 0.329 0.367 0.420 0.463
(0.114-0.133) (0.137-0.161) (0.172-0.202) (0.200-0.235) (0.238-0.280) (0.268-0.317) (0.300-0.357) (0.333-0.398) (0.378-0.457) (0.415-0.505;
2-day 0.072 0.087 0.109 0.126 0.150 0.169 0.189 0.211 0.240 0.264
(0.067 0.078) (0.081-0.095) (0.100-0.118) (0.116-0.137) (0.138-0.162) (0.155-0.184) (0.173-0.206) (0.191-0.229) (0.216-0.262) (0.236-0.289;
3-day 0.051 0.061 0.076 0.088 0.105 0.118 0.132 0.146 0.167 0.183
(0.047-0.055) (0.057-0.067) (0.071-0.083) (0.081-0.095) (0.096-0.113) (0.108-0.128) (0.120-0.143) (0.133-0.159) (0.151-0.182) (0.164-0.200;
4-day 0.041 0.049 0.060 0.069 0.082 0.092 0.103 0.114 0.130 0.142
(0.038-0.044) (0.045-0.053) (0.056-0.065) (0.064-0.075) (0.076-0.089) (0.085-0.100) (0.094-0.111) (0.104-0.124) (0.118-0.141) (0.128-0.155;
7-day 0.027 0.032 0.039 0.045 0.053 0.059 0.065 0.072 0.082 0.090
(0.025-0.029) (0.030-0.034) (0.036-0.042) (0.042-0.048) (0.049-0.056) (0.054-0.063) (0.060-0.070) (0.066-0.078) (0.075-0.088) (0.081-0.097;
10-day 0.021 0.026 0.031 0.035 0.041 0.045 0.050 0.054 0.061 0.066
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.037) (0.038-0.043) (0.042-0.048) (0.046-0.053) (0.050-0.058) (0.056-0.065) (0.060-0.071;
20-day 0.014 0.017 0.020 0.022 0.026 0.028 0.031 0.034 0.037 0.040
(0.014-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.027) (0.026-0.030) (0.029-0.033) (0.031-0.036) (0.034-0.040) (0.037-0.043;
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.026 0.028 0.030
(0.011-0.012) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.027-0.032;
45-day 0.010 0.012 0.013 0.014 0.016 0.017 0.019 0.020 0.021 0.023
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.023) (0.021-0.024;
60-day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.008 0.009) (0.010 0.011) (0.011 0.012) (0.012 0.013) (0.013 0.015) (0.014 0.016) (0.015 0.017) (0.016 0.018) (0.017 0.019) (0.018 0.02Q
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Jumbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
i given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
hecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
'lease refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
1 of 4 3/9/2018, 2:53 PM

Precipitation Frequency Data Server
https://hdsc.nws. noaa. gov/hdsc/pfds/pfds_printpage.html?lat=34.9184&...
r 10.000
c
ZI
LA 1.000
d
Y
c
c
•° 0.100
Y
ro
Y
'a
V
0.. 0.010
!111TOL
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 34.9184°, Longitude:-80.7633°
T T
T T
T T
T T
-a -6-6
'C 'C
-C 'C
-6-6
N
LA
6
6
N
N A 4
r`
LA
6
6
N m
v 6
Duration
10.000
L
C
1.000
d
c
c
2 0.100
Y
ro
a
V
a 0.010
0.001, 1 1 1 1 1 1 1 1i
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Fri Mar 9 19:53:31 2018
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
rnlerval
(years)
— 1
2
5
— 10
25
50
100
200
500
1000
Duration
5-min —
2-day
— 10-min —
3-day
15-min —
4-day
30-nlin —
7-day
— 60-min —
10-day
2411 —
20-day
— 3-hr —
30-day
— 6-hr —
45-day
— 12-hr —
60-day
— 24-hr
2 of 4 3/9/2018, 2:53 PM

Precipitation Frequency Data Server
https://hdsc.nws. noaa. gov/hdsc/pfds/pfds_printpage.html?lat=34.9184&...
Large scale terrain
Winston-5 al em
� • • Durham
t. Greensboro •
6rat Mitchell
•Asheville NORTH C AROLINA
•�harlotte Fayetteville
•Greenville
SOUTH CAROLINA +
Q —
100km Columbia 4
60mi T
Large scale map
Winstow"lem /
1` Greensboro DI
A. Iles- North
Carolina
100km
\louth
60mi Carolina
Large scale aerial
Lumbee
3 of 4 3/9/2018, 2:53 PM

Precipitation Frequency Data Server
https://hdsc.nws. noaa. gov/hdsc/pfds/pfds_printpage.html?lat=34.9184&...
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(cDnoaa.gov
Disclaimer
4 of 4 3/9/2018, 2:53 PM

PRE -WEST -AREA Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Intensity vs. Duration
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
(minutes)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
5
5.04
5.94
6.90
7.61
8.41
8.98
9.49
9.96
10.50
10.88
10
4.03
4.75
5.53
6.06
6.72
7.14
7.56
7.92
8.28
8.58
15
3.35
3.98
4.64
5.12
5.68
6.04
6.36
6.64
6.96
7.16
20
2.87
3.42
4.03
4.48
5.01
5.37
5.69
5.99
6.33
6.56
25
2.54
3.04
3.61
4.05
4.55
4.89
5.22
5.53
5.88
6.13
30
2.30
2.76
3.30
3.72
4.20
4.54
4.86
5.18
5.54
5.80
35
2.07
2.49
2.99
3.38
3.83
4.16
4.47
4.79
5.15
5.41
40
1.89
2.27
2.75
3.11
3.54
3.86
4.16
4.47
4.83
5.09
45
1.74
2.10
2.55
2.89
3.31
3.62
3.91
4.21
4.57
4.83
50
1.62
1.96
2.38
2.71
3.11
3.41
3.69
3.99
4.34
4.60
55
1.52
1.83
2.24
2.55
2.94
3.23
3.51
3.80
4.15
4.41
60
1.43
1.73
2.12
2.42
2.79
3.08
3.35
3.63
3.98
4.24
65
1.34
1.62
1.99
2.28
2.63
2.90
3.16
3.43
3.76
4.01
70
1.27
1.53
1.88
2.15
2.49
2.75
3.00
3.25
3.57
3.82
75
1.20
1.45
1.78
2.04
2.36
2.61
2.85
3.09
3.41
3.64
80
1.14
1.38
1.70
1.94
2.25
2.49
2.72
2.95
3.26
3.48
85
1.09
1.31
1.62
1.85
2.15
2.38
2.60
2.83
3.12
3.34
90
1.04
1.26
1.55
1.78
2.06
2.28
2.50
2.72
3.00
3.21
95
1.00
1.20
1.49
1.70
1.98
2.19
2.40
2.61
2.89
3.10
100
0.96
1.16
1.43
1.64
1.90
2.11
2.32
2.52
2.79
2.99
105
0.92
1.11
1.37
1.58
1.83
2.04
2.24
2.43
2.69
2.89
110
0.89
1.07
1.33
1.52
1.77
1.97
2.16
2.35
2.61
2.80
115
0.86
1.03
1.28
1.47
1.71
1.90
2.09
2.28
2.53
2.72
120
0.83
1.00
1.24
1.43
1.66
1.85
2.03
2.21
2.46
2.64
125
0.80
0.97
1.20
1.38
1.61
1.79
1.97
2.15
2.39
2.57
130
0.78
0.93
1.16
1.33
1.56
1.73
1.91
2.09
2.33
2.51
135
0.75
0.90
1.12
1.29
1.51
1.68
1.86
2.03
2.27
2.45
140
0.73
0.88
1.09
1.25
1.47
1.64
1.81
1.98
2.21
2.39
145
0.71
0.85
1.06
1.22
1.43
1.59
1.76
1.93
2.16
2.34
150
0.69
0.83
1.03
1.18
1.39
1.55
1.72
1.88
2.11
2.29
155
0.67
0.80
1.00
1.15
1.35
1.51
1.67
1.84
2.07
2.24
160
0.65
0.78
0.97
1.12
1.32
1.48
1.64
1.80
2.02
2.20
165
0.63
0.76
0.95
1.09
1.29
1.44
1.60
1.76
1.98
2.15
170
0.62
0.74
0.92
1.07
1.26
1.41
1.56
1.72
1.94
2.11
175
0.60
0.72
0.90
1.04
1.23
1.38
1.53
1.69
1.90
2.07
180
0.59
0.71
0.88
1.02
1.20
1.35
1.50
1.65
1.87
2.04
185
0.57
0.69
0.86
1.00
1.18
1.32
1.47
1.62
1.83
2.00
190
0.56
0.68
0.85
0.98
1.16
1.30
1.44
1.59
1.80
1.96
195
0.55
0.67
0.83
0.96
1.13
1.27
1.41
1.56
1.76
1.93
200
0.54
0.65
0.81
0.94
1.11
1.25
1.39
1.53
1.73
1.89
205
0.53
0.64
0.80
0.92
1.09
1.23
1.36
1.51
1.70
1.86
210
0.52
0.63
0.79
0.91
1.08
1.21
1.34
1.48
1.67
1.83
215
0.51
0.62
0.77
0.89
1.06
1.19
1.32
1.46
1.65
1.80
220
0.51
0.61
0.76
0.88
1.04
1.17
1.30
1.43
1.62
1.77
225
0.50
0.60
0.75
0.86
1.02
1.15
1.28
1.41
1.59
1.74
230
0.49
0.59
0.73
0.85
1.01
1.13
1.26
1.39
1.57
1.72
235
0.48
0.58
0.72
0.84
0.99
1.11
1.24
1.37
1.55
1.69
240
0.47
0.57
0.71
0.82
0.98
1.10
1.22
1.35
1.52
1.66
245
0.47
0.56
0.70
0.81
0.96
1.08
1.20
1.33
1.50
1.64
250
0.46
0.55
0.69
0.80
0.95
1.06
1.18
1.31
1.48
1.62
255
0.45
0.55
0.68
0.79
0.93
1.05
1.17
1.29
1.46
1.60
260
0.45
0.54
0.67
0.78
0.92
1.03
1.15
1.27
1.44
1.57

PRE -WEST -AREA Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Intensity vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
(minutes)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
265
0.44
0.53
0.66
0.77
0.91
1.02
1.13
1.25
1.42
1.55
270
0.43
0.52
0.65
0.76
0.89
1.01
1.12
1.24
1.40
1.53
275
0.43
0.52
0.64
0.75
0.88
0.99
1.10
1.22
1.38
1.51
280
0.42
0.51
0.64
0.74
0.87
0.98
1.09
1.21
1.37
1.49
285
0.42
0.50
0.63
0.73
0.86
0.97
1.08
1.19
1.35
1.48
290
0.41
0.50
0.62
0.72
0.85
0.96
1.06
1.18
1.33
1.46
295
0.41
0.49
0.61
0.71
0.84
0.94
1.05
1.16
1.32
1.44
300
0.40
0.48
0.60
0.70
0.83
0.93
1.04
1.15
1.30
1.42
305
0.40
0.48
0.60
0.69
0.82
0.92
1.03
1.13
1.29
1.41
310
0.39
0.47
0.59
0.68
0.81
0.91
1.01
1.12
1.27
1.39
315
0.39
0.47
0.58
0.67
0.80
0.90
1.00
1.11
1.26
1.38
320
0.38
0.46
0.58
0.67
0.79
0.89
0.99
1.10
1.24
1.36
325
0.38
0.46
0.57
0.66
0.78
0.88
0.98
1.08
1.23
1.35
330
0.38
0.45
0.56
0.65
0.77
0.87
0.97
1.07
1.22
1.33
335
0.37
0.45
0.56
0.64
0.76
0.86
0.96
1.06
1.20
1.32
340
0.37
0.44
0.55
0.64
0.76
0.85
0.95
1.05
1.19
1.30
345
0.36
0.44
0.55
0.63
0.75
0.84
0.94
1.04
1.18
1.29
350
0.36
0.43
0.54
0.62
0.74
0.83
0.93
1.03
1.17
1.28
355
0.36
0.43
0.53
0.62
0.73
0.82
0.92
1.02
1.16
1.27
360
0.35
0.42
0.53
0.61
0.72
0.82
0.91
1.01
1.14
1.25
365
0.35
0.42
0.52
0.61
0.72
0.81
0.90
1.00
1.13
1.24
370
0.34
0.41
0.52
0.60
0.71
0.80
0.89
0.99
1.12
1.23
375
0.34
0.41
0.51
0.59
0.70
0.79
0.88
0.98
1.11
1.22
380
0.34
0.41
0.51
0.59
0.70
0.79
0.88
0.97
1.10
1.21
385
0.33
0.40
0.50
0.58
0.69
0.78
0.87
0.96
1.09
1.20
390
0.33
0.40
0.50
0.58
0.68
0.77
0.86
0.95
1.08
1.19
395
0.33
0.39
0.49
0.57
0.68
0.76
0.85
0.94
1.07
1.18
400
0.32
0.39
0.49
0.57
0.67
0.76
0.84
0.94
1.06
1.17
405
0.32
0.39
0.48
0.56
0.66
0.75
0.84
0.93
1.06
1.16
410
0.32
0.38
0.48
0.56
0.66
0.74
0.83
0.92
1.05
1.15
415
0.32
0.38
0.47
0.55
0.65
0.74
0.82
0.91
1.04
1.14
420
0.31
0.38
0.47
0.55
0.65
0.73
0.81
0.90
1.03
1.13
425
0.31
0.37
0.47
0.54
0.64
0.72
0.81
0.90
1.02
1.12
430
0.31
0.37
0.46
0.54
0.64
0.72
0.80
0.89
1.01
1.11
435
0.30
0.37
0.46
0.53
0.63
0.71
0.79
0.88
1.00
1.10
440
0.30
0.36
0.45
0.53
0.63
0.71
0.79
0.87
1.00
1.09
445
0.30
0.36
0.45
0.52
0.62
0.70
0.78
0.87
0.99
1.08
450
0.30
0.36
0.45
0.52
0.62
0.69
0.78
0.86
0.98
1.08
455
0.29
0.35
0.44
0.51
0.61
0.69
0.77
0.85
0.97
1.07
460
0.29
0.35
0.44
0.51
0.61
0.68
0.76
0.85
0.97
1.06
465
0.29
0.35
0.44
0.51
0.60
0.68
0.76
0.84
0.96
1.05
470
0.29
0.35
0.43
0.50
0.60
0.67
0.75
0.83
0.95
1.05
475
0.28
0.34
0.43
0.50
0.59
0.67
0.75
0.83
0.94
1.04
480
0.28
0.34
0.43
0.49
0.59
0.66
0.74
0.82
0.94
1.03
485
0.28
0.34
0.42
0.49
0.58
0.66
0.74
0.82
0.93
1.02
490
0.28
0.34
0.42
0.49
0.58
0.65
0.73
0.81
0.92
1.02
495
0.28
0.33
0.42
0.48
0.57
0.65
0.72
0.80
0.92
1.01
500
0.27
0.33
0.41
0.48
0.57
0.64
0.72
0.80
0.91
1.00
505
0.27
0.33
0.41
0.48
0.57
0.64
0.71
0.79
0.91
1.00
510
0.27
0.33
0.41
0.47
0.56
0.63
0.71
0.79
0.90
0.99
515
0.27
0.32
0.40
0.47
0.56
0.63
0.70
0.78
0.89
0.98
520
0.27
0.32
0.40
0.47
0.55
0.63
0.70
0.78
0.89
0.98

PRE -WEST -AREA Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Intensity vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
(minutes)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
525
0.26
0.32
0.40
0.46
0.55
0.62
0.69
0.77
0.88
0.97
530
0.26
0.32
0.39
0.46
0.55
0.62
0.69
0.77
0.88
0.96
535
0.26
0.31
0.39
0.46
0.54
0.61
0.69
0.76
0.87
0.96
540
0.26
0.31
0.39
0.45
0.54
0.61
0.68
0.76
0.86
0.95
545
0.26
0.31
0.39
0.45
0.53
0.60
0.68
0.75
0.86
0.94
550
0.25
0.31
0.38
0.45
0.53
0.60
0.67
0.75
0.85
0.94
555
0.25
0.31
0.38
0.44
0.53
0.60
0.67
0.74
0.85
0.93
560
0.25
0.30
0.38
0.44
0.52
0.59
0.66
0.74
0.84
0.93
565
0.25
0.30
0.38
0.44
0.52
0.59
0.66
0.73
0.84
0.92
570
0.25
0.30
0.37
0.43
0.52
0.58
0.65
0.73
0.83
0.92
575
0.25
0.30
0.37
0.43
0.51
0.58
0.65
0.72
0.83
0.91
580
0.24
0.30
0.37
0.43
0.51
0.58
0.65
0.72
0.82
0.91
585
0.24
0.29
0.37
0.43
0.51
0.57
0.64
0.72
0.82
0.90
590
0.24
0.29
0.36
0.42
0.50
0.57
0.64
0.71
0.81
0.90
595
0.24
0.29
0.36
0.42
0.50
0.57
0.64
0.71
0.81
0.89
600
0.24
0.29
0.36
0.42
0.50
0.56
0.63
0.70
0.80
0.89
605
0.24
0.29
0.36
0.42
0.50
0.56
0.63
0.70
0.80
0.88
610
0.24
0.28
0.36
0.41
0.49
0.56
0.62
0.69
0.79
0.88
615
0.23
0.28
0.35
0.41
0.49
0.55
0.62
0.69
0.79
0.87
620
0.23
0.28
0.35
0.41
0.49
0.55
0.62
0.69
0.78
0.87
625
0.23
0.28
0.35
0.41
0.48
0.55
0.61
0.68
0.78
0.86
630
0.23
0.28
0.35
0.40
0.48
0.54
0.61
0.68
0.78
0.86
635
0.23
0.28
0.34
0.40
0.48
0.54
0.61
0.67
0.77
0.85
640
0.23
0.27
0.34
0.40
0.48
0.54
0.60
0.67
0.77
0.85
645
0.23
0.27
0.34
0.40
0.47
0.53
0.60
0.67
0.76
0.84
650
0.22
0.27
0.34
0.39
0.47
0.53
0.60
0.66
0.76
0.84
655
0.22
0.27
0.34
0.39
0.47
0.53
0.59
0.66
0.76
0.83
660
0.22
0.27
0.33
0.39
0.46
0.53
0.59
0.66
0.75
0.83
665
0.22
0.27
0.33
0.39
0.46
0.52
0.59
0.65
0.75
0.83
670
0.22
0.26
0.33
0.39
0.46
0.52
0.58
0.65
0.74
0.82
675
0.22
0.26
0.33
0.38
0.46
0.52
0.58
0.65
0.74
0.82
680
0.22
0.26
0.33
0.38
0.45
0.51
0.58
0.64
0.74
0.81
685
0.22
0.26
0.33
0.38
0.45
0.51
0.57
0.64
0.73
0.81
690
0.21
0.26
0.32
0.38
0.45
0.51
0.57
0.64
0.73
0.80
695
0.21
0.26
0.32
0.37
0.45
0.51
0.57
0.63
0.73
0.80
700
0.21
0.26
0.32
0.37
0.44
0.50
0.57
0.63
0.72
0.80
705
0.21
0.25
0.32
0.37
0.44
0.50
0.56
0.63
0.72
0.79
710
0.21
0.25
0.32
0.37
0.44
0.50
0.56
0.62
0.71
0.79
715
0.21
0.25
0.31
0.37
0.44
0.50
0.56
0.62
0.71
0.79
720
0.21
0.25
0.31
0.36
0.44
0.49
0.55
0.62
0.71
0.78
725
0.21
0.25
0.31
0.36
0.43
0.49
0.55
0.61
0.70
0.78
730
0.21
0.25
0.31
0.36
0.43
0.49
0.55
0.61
0.70
0.77
735
0.20
0.25
0.31
0.36
0.43
0.49
0.55
0.61
0.70
0.77
740
0.20
0.25
0.31
0.36
0.43
0.48
0.54
0.60
0.69
0.77
745
0.20
0.24
0.31
0.36
0.42
0.48
0.54
0.60
0.69
0.76
750
0.20
0.24
0.30
0.35
0.42
0.48
0.54
0.60
0.69
0.76
755
0.20
0.24
0.30
0.35
0.42
0.48
0.53
0.60
0.68
0.75
760
0.20
0.24
0.30
0.35
0.42
0.47
0.53
0.59
0.68
0.75
765
0.20
0.24
0.30
0.35
0.42
0.47
0.53
0.59
0.68
0.75
770
0.20
0.24
0.30
0.35
0.41
0.47
0.53
0.59
0.67
0.74
775
0.20
0.24
0.30
0.35
0.41
0.47
0.52
0.58
0.67
0.74
780
0.20
0.24
0.29
0.34
0.41
0.46
0.52
0.58
0.67
0.74

PRE -WEST -AREA Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Intensity vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
(minutes)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
785
0.19
0.23
0.29
0.34
0.41
0.46
0.52
0.58
0.66
0.73
790
0.19
0.23
0.29
0.34
0.41
0.46
0.52
0.58
0.66
0.73
795
0.19
0.23
0.29
0.34
0.40
0.46
0.51
0.57
0.66
0.73
800
0.19
0.23
0.29
0.34
0.40
0.46
0.51
0.57
0.65
0.72
805
0.19
0.23
0.29
0.34
0.40
0.45
0.51
0.57
0.65
0.72
810
0.19
0.23
0.29
0.33
0.40
0.45
0.51
0.57
0.65
0.71
815
0.19
0.23
0.29
0.33
0.40
0.45
0.50
0.56
0.64
0.71
820
0.19
0.23
0.28
0.33
0.40
0.45
0.50
0.56
0.64
0.71
825
0.19
0.23
0.28
0.33
0.39
0.45
0.50
0.56
0.64
0.71
830
0.19
0.23
0.28
0.33
0.39
0.44
0.50
0.56
0.64
0.70
835
0.19
0.22
0.28
0.33
0.39
0.44
0.50
0.55
0.63
0.70
840
0.18
0.22
0.28
0.32
0.39
0.44
0.49
0.55
0.63
0.70
845
0.18
0.22
0.28
0.32
0.39
0.44
0.49
0.55
0.63
0.69
850
0.18
0.22
0.28
0.32
0.38
0.44
0.49
0.55
0.62
0.69
855
0.18
0.22
0.28
0.32
0.38
0.43
0.49
0.54
0.62
0.69
860
0.18
0.22
0.27
0.32
0.38
0.43
0.48
0.54
0.62
0.68
865
0.18
0.22
0.27
0.32
0.38
0.43
0.48
0.54
0.62
0.68
870
0.18
0.22
0.27
0.32
0.38
0.43
0.48
0.54
0.61
0.68
875
0.18
0.22
0.27
0.32
0.38
0.43
0.48
0.53
0.61
0.67
880
0.18
0.22
0.27
0.31
0.37
0.42
0.48
0.53
0.61
0.67
885
0.18
0.21
0.27
0.31
0.37
0.42
0.47
0.53
0.61
0.67
890
0.18
0.21
0.27
0.31
0.37
0.42
0.47
0.53
0.60
0.67
895
0.18
0.21
0.27
0.31
0.37
0.42
0.47
0.52
0.60
0.66
900
0.18
0.21
0.26
0.31
0.37
0.42
0.47
0.52
0.60
0.66
905
0.17
0.21
0.26
0.31
0.37
0.42
0.47
0.52
0.60
0.66
910
0.17
0.21
0.26
0.31
0.37
0.41
0.46
0.52
0.59
0.65
915
0.17
0.21
0.26
0.30
0.36
0.41
0.46
0.52
0.59
0.65
920
0.17
0.21
0.26
0.30
0.36
0.41
0.46
0.51
0.59
0.65
925
0.17
0.21
0.26
0.30
0.36
0.41
0.46
0.51
0.59
0.65
930
0.17
0.21
0.26
0.30
0.36
0.41
0.46
0.51
0.58
0.64
935
0.17
0.21
0.26
0.30
0.36
0.41
0.46
0.51
0.58
0.64
940
0.17
0.20
0.26
0.30
0.36
0.40
0.45
0.51
0.58
0.64
945
0.17
0.20
0.26
0.30
0.36
0.40
0.45
0.50
0.58
0.64
950
0.17
0.20
0.25
0.30
0.35
0.40
0.45
0.50
0.57
0.63
955
0.17
0.20
0.25
0.29
0.35
0.40
0.45
0.50
0.57
0.63
960
0.17
0.20
0.25
0.29
0.35
0.40
0.45
0.50
0.57
0.63
965
0.17
0.20
0.25
0.29
0.35
0.40
0.44
0.50
0.57
0.63
970
0.17
0.20
0.25
0.29
0.35
0.39
0.44
0.49
0.57
0.62
975
0.17
0.20
0.25
0.29
0.35
0.39
0.44
0.49
0.56
0.62
980
0.16
0.20
0.25
0.29
0.35
0.39
0.44
0.49
0.56
0.62
985
0.16
0.20
0.25
0.29
0.34
0.39
0.44
0.49
0.56
0.62
990
0.16
0.20
0.25
0.29
0.34
0.39
0.44
0.49
0.56
0.61
995
0.16
0.20
0.25
0.29
0.34
0.39
0.43
0.48
0.56
0.61
1,000
0.16
0.20
0.24
0.28
0.34
0.39
0.43
0.48
0.55
0.61
1,005
0.16
0.19
0.24
0.28
0.34
0.38
0.43
0.48
0.55
0.61
1,010
0.16
0.19
0.24
0.28
0.34
0.38
0.43
0.48
0.55
0.60
1,015
0.16
0.19
0.24
0.28
0.34
0.38
0.43
0.48
0.55
0.60
1,020
0.16
0.19
0.24
0.28
0.34
0.38
0.43
0.48
0.54
0.60
1,025
0.16
0.19
0.24
0.28
0.33
0.38
0.42
0.47
0.54
0.60
1,030
0.16
0.19
0.24
0.28
0.33
0.38
0.42
0.47
0.54
0.60
1,035
0.16
0.19
0.24
0.28
0.33
0.38
0.42
0.47
0.54
0.59
1,040
0.16
0.19
0.24
0.28
0.33
0.37
0.42
0.47
0.54
0.59

PRE -WEST -AREA Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Intensity vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
(minutes)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
1,045
0.16
0.19
0.24
0.28
0.33
0.37
0.42
0.47
0.54
0.59
1,050
0.16
0.19
0.24
0.27
0.33
0.37
0.42
0.47
0.53
0.59
1,055
0.16
0.19
0.23
0.27
0.33
0.37
0.42
0.46
0.53
0.59
1,060
0.15
0.19
0.23
0.27
0.33
0.37
0.41
0.46
0.53
0.58
1,065
0.15
0.19
0.23
0.27
0.32
0.37
0.41
0.46
0.53
0.58
1,070
0.15
0.19
0.23
0.27
0.32
0.37
0.41
0.46
0.53
0.58
1,075
0.15
0.18
0.23
0.27
0.32
0.36
0.41
0.46
0.52
0.58
1,080
0.15
0.18
0.23
0.27
0.32
0.36
0.41
0.46
0.52
0.58
1,085
0.15
0.18
0.23
0.27
0.32
0.36
0.41
0.45
0.52
0.57
1,090
0.15
0.18
0.23
0.27
0.32
0.36
0.41
0.45
0.52
0.57
1,095
0.15
0.18
0.23
0.27
0.32
0.36
0.40
0.45
0.52
0.57
1,100
0.15
0.18
0.23
0.27
0.32
0.36
0.40
0.45
0.51
0.57
1,105
0.15
0.18
0.23
0.26
0.32
0.36
0.40
0.45
0.51
0.57
1,110
0.15
0.18
0.23
0.26
0.31
0.36
0.40
0.45
0.51
0.56
1,115
0.15
0.18
0.23
0.26
0.31
0.36
0.40
0.44
0.51
0.56
1,120
0.15
0.18
0.22
0.26
0.31
0.35
0.40
0.44
0.51
0.56
1,125
0.15
0.18
0.22
0.26
0.31
0.35
0.40
0.44
0.51
0.56
1,130
0.15
0.18
0.22
0.26
0.31
0.35
0.39
0.44
0.50
0.56
1,135
0.15
0.18
0.22
0.26
0.31
0.35
0.39
0.44
0.50
0.55
1,140
0.15
0.18
0.22
0.26
0.31
0.35
0.39
0.44
0.50
0.55
1,145
0.15
0.18
0.22
0.26
0.31
0.35
0.39
0.44
0.50
0.55
1,150
0.15
0.18
0.22
0.26
0.31
0.35
0.39
0.43
0.50
0.55
1,155
0.15
0.17
0.22
0.26
0.31
0.35
0.39
0.43
0.50
0.55
1,160
0.14
0.17
0.22
0.25
0.30
0.34
0.39
0.43
0.49
0.54
1,165
0.14
0.17
0.22
0.25
0.30
0.34
0.39
0.43
0.49
0.54
1,170
0.14
0.17
0.22
0.25
0.30
0.34
0.38
0.43
0.49
0.54
1,175
0.14
0.17
0.22
0.25
0.30
0.34
0.38
0.43
0.49
0.54
1,180
0.14
0.17
0.22
0.25
0.30
0.34
0.38
0.43
0.49
0.54
1,185
0.14
0.17
0.22
0.25
0.30
0.34
0.38
0.42
0.49
0.54
1,190
0.14
0.17
0.21
0.25
0.30
0.34
0.38
0.42
0.49
0.53
1,195
0.14
0.17
0.21
0.25
0.30
0.34
0.38
0.42
0.48
0.53
1,200
0.14
0.17
0.21
0.25
0.30
0.34
0.38
0.42
0.48
0.53
1,205
0.14
0.17
0.21
0.25
0.30
0.33
0.38
0.42
0.48
0.53
1,210
0.14
0.17
0.21
0.25
0.29
0.33
0.38
0.42
0.48
0.53
1,215
0.14
0.17
0.21
0.25
0.29
0.33
0.37
0.42
0.48
0.53
1,220
0.14
0.17
0.21
0.25
0.29
0.33
0.37
0.42
0.48
0.52
1,225
0.14
0.17
0.21
0.24
0.29
0.33
0.37
0.41
0.48
0.52
1,230
0.14
0.17
0.21
0.24
0.29
0.33
0.37
0.41
0.47
0.52
1,235
0.14
0.17
0.21
0.24
0.29
0.33
0.37
0.41
0.47
0.52
1,240
0.14
0.17
0.21
0.24
0.29
0.33
0.37
0.41
0.47
0.52
1,245
0.14
0.17
0.21
0.24
0.29
0.33
0.37
0.41
0.47
0.52
1,250
0.14
0.16
0.21
0.24
0.29
0.33
0.37
0.41
0.47
0.51
1,255
0.14
0.16
0.21
0.24
0.29
0.32
0.37
0.41
0.47
0.51
1,260
0.14
0.16
0.21
0.24
0.29
0.32
0.36
0.41
0.47
0.51
1,265
0.14
0.16
0.20
0.24
0.29
0.32
0.36
0.40
0.46
0.51
1,270
0.14
0.16
0.20
0.24
0.28
0.32
0.36
0.40
0.46
0.51
1,275
0.13
0.16
0.20
0.24
0.28
0.32
0.36
0.40
0.46
0.51
1,280
0.13
0.16
0.20
0.24
0.28
0.32
0.36
0.40
0.46
0.51
1,285
0.13
0.16
0.20
0.24
0.28
0.32
0.36
0.40
0.46
0.50
1,290
0.13
0.16
0.20
0.23
0.28
0.32
0.36
0.40
0.46
0.50
1,295
0.13
0.16
0.20
0.23
0.28
0.32
0.36
0.40
0.46
0.50
1,300
0.13
0.16
0.20
0.23
0.28
0.32
0.36
0.40
0.45
0.50

PRE -WEST -AREA Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Intensity vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
(minutes)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
1,305
0.13
0.16
0.20
0.23
0.28
0.32
0.35
0.40
0.45
0.50
1,310
0.13
0.16
0.20
0.23
0.28
0.31
0.35
0.39
0.45
0.50
1,315
0.13
0.16
0.20
0.23
0.28
0.31
0.35
0.39
0.45
0.50
1,320
0.13
0.16
0.20
0.23
0.28
0.31
0.35
0.39
0.45
0.49
1,325
0.13
0.16
0.20
0.23
0.28
0.31
0.35
0.39
0.45
0.49
1,330
0.13
0.16
0.20
0.23
0.27
0.31
0.35
0.39
0.45
0.49
1,335
0.13
0.16
0.20
0.23
0.27
0.31
0.35
0.39
0.45
0.49
1,340
0.13
0.16
0.20
0.23
0.27
0.31
0.35
0.39
0.44
0.49
1,345
0.13
0.16
0.20
0.23
0.27
0.31
0.35
0.39
0.44
0.49
1,350
0.13
0.16
0.20
0.23
0.27
0.31
0.35
0.39
0.44
0.49
1,355
0.13
0.15
0.19
0.23
0.27
0.31
0.34
0.38
0.44
0.48
1,360
0.13
0.15
0.19
0.23
0.27
0.31
0.34
0.38
0.44
0.48
1,365
0.13
0.15
0.19
0.23
0.27
0.30
0.34
0.38
0.44
0.48
1,370
0.13
0.15
0.19
0.22
0.27
0.30
0.34
0.38
0.44
0.48
1,375
0.13
0.15
0.19
0.22
0.27
0.30
0.34
0.38
0.44
0.48
1,380
0.13
0.15
0.19
0.22
0.27
0.30
0.34
0.38
0.43
0.48
1,385
0.13
0.15
0.19
0.22
0.27
0.30
0.34
0.38
0.43
0.48
1,390
0.13
0.15
0.19
0.22
0.27
0.30
0.34
0.38
0.43
0.48
1,395
0.13
0.15
0.19
0.22
0.27
0.30
0.34
0.38
0.43
0.47
1,400
0.13
0.15
0.19
0.22
0.26
0.30
0.34
0.37
0.43
0.47
1,405
0.13
0.15
0.19
0.22
0.26
0.30
0.34
0.37
0.43
0.47
1,410
0.12
0.15
0.19
0.22
0.26
0.30
0.33
0.37
0.43
0.47
1,415
0.12
0.15
0.19
0.22
0.26
0.30
0.33
0.37
0.43
0.47
1,420
0.12
0.15
0.19
0.22
0.26
0.30
0.33
0.37
0.43
0.47
1,425
0.12
0.15
0.19
0.22
0.26
0.30
0.33
0.37
0.42
0.47
1,430
0.12
0.15
0.19
0.22
0.26
0.29
0.33
0.37
0.42
0.46
1,435
0.12
0.15
0.19
0.22
0.26
0.29
0.33
0.37
0.42
0.46
1,440
0.12
0.15
0.19
0.22
0.26
0.29
0.33
0.37
0.42
0.46

PRE -WEST -AREA Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Depth vs. Duration
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
minutes) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches)
5
0.42
0.50
0.57
0.63
0.70
0.75
0.79
0.83
0.88
0.91
10
0.67
0.79
0.92
1.01
1.12
1.19
1.26
1.32
1.38
1.43
15
0.84
1.00
1.16
1.28
1.42
1.51
1.59
1.66
1.74
1.79
20
0.96
1.14
1.34
1.49
1.67
1.79
1.90
2.00
2.11
2.19
25
1.06
1.27
1.50
1.69
1.89
2.04
2.17
2.30
2.45
2.55
30
1.15
1.38
1.65
1.86
2.10
2.27
2.43
2.59
2.77
2.90
35
1.21
1.45
1.74
1.97
2.24
2.43
2.61
2.79
3.00
3.16
40
1.26
1.52
1.83
2.07
2.36
2.58
2.78
2.98
3.22
3.40
45
1.31
1.58
1.91
2.17
2.48
2.71
2.93
3.16
3.42
3.62
50
1.35
1.63
1.98
2.26
2.59
2.84
3.08
3.32
3.62
3.84
55
1.39
1.68
2.05
2.34
2.69
2.96
3.22
3.48
3.80
4.04
60
1.43
1.73
2.12
2.42
2.79
3.08
3.35
3.63
3.98
4.24
65
1.45
1.76
2.16
2.47
2.85
3.14
3.43
3.71
4.08
4.35
70
1.48
1.79
2.20
2.51
2.90
3.21
3.50
3.79
4.17
4.45
75
1.50
1.81
2.23
2.55
2.95
3.26
3.56
3.87
4.26
4.55
80
1.52
1.84
2.26
2.59
3.00
3.32
3.63
3.94
4.34
4.64
85
1.54
1.86
2.29
2.63
3.04
3.37
3.69
4.01
4.42
4.73
90
1.56
1.88
2.32
2.66
3.09
3.42
3.75
4.07
4.50
4.82
95
1.58
1.90
2.35
2.70
3.13
3.47
3.81
4.14
4.57
4.90
100
1.60
1.93
2.38
2.73
3.17
3.52
3.86
4.20
4.65
4.98
105
1.61
1.94
2.41
2.76
3.21
3.56
3.91
4.26
4.72
5.06
110
1.63
1.96
2.43
2.79
3.25
3.61
3.96
4.31
4.78
5.14
115
1.64
1.98
2.46
2.82
3.28
3.65
4.01
4.37
4.85
5.21
120
1.66
2.00
2.48
2.85
3.32
3.69
4.06
4.42
4.91
5.28
125
1.67
2.01
2.50
2.87
3.35
3.72
4.10
4.47
4.98
5.36
130
1.68
2.02
2.51
2.89
3.38
3.76
4.14
4.52
5.04
5.43
135
1.69
2.03
2.53
2.91
3.40
3.79
4.18
4.57
5.10
5.51
140
1.70
2.04
2.54
2.92
3.43
3.82
4.22
4.62
5.16
5.58
145
1.71
2.06
2.55
2.94
3.45
3.85
4.26
4.66
5.22
5.65
150
1.71
2.07
2.57
2.96
3.48
3.88
4.29
4.71
5.28
5.72
155
1.72
2.07
2.58
2.97
3.50
3.91
4.33
4.75
5.33
5.79
160
1.73
2.08
2.59
2.99
3.52
3.94
4.36
4.80
5.39
5.86
165
1.74
2.09
2.60
3.01
3.55
3.97
4.39
4.84
5.44
5.92
170
1.75
2.10
2.62
3.02
3.57
4.00
4.43
4.88
5.50
5.99
175
1.75
2.11
2.63
3.04
3.59
4.02
4.46
4.92
5.55
6.05
180
1.76
2.12
2.64
3.05
3.61
4.05
4.49
4.96
5.60
6.11
185
1.77
2.14
2.66
3.07
3.64
4.08
4.52
5.00
5.65
6.16
190
1.79
2.15
2.68
3.09
3.66
4.11
4.56
5.04
5.69
6.21
195
1.80
2.16
2.70
3.12
3.69
4.14
4.59
5.08
5.73
6.26
200
1.81
2.18
2.71
3.14
3.71
4.17
4.63
5.11
5.78
6.31
205
1.82
2.19
2.73
3.16
3.74
4.20
4.66
5.15
5.82
6.35
210
1.83
2.21
2.75
3.18
3.76
4.23
4.69
5.18
5.86
6.40
215
1.84
2.22
2.77
3.20
3.79
4.25
4.72
5.22
5.90
6.44
220
1.85
2.23
2.78
3.22
3.81
4.28
4.75
5.25
5.94
6.49
225
1.87
2.25
2.80
3.24
3.83
4.31
4.78
5.29
5.98
6.53
230
1.88
2.26
2.82
3.26
3.86
4.33
4.81
5.32
6.02
6.58
235
1.89
2.27
2.83
3.28
3.88
4.36
4.84
5.35
6.06
6.62
240
1.90
2.29
2.85
3.29
3.90
4.38
4.87
5.39
6.10
6.66
245
1.91
2.30
2.86
3.31
3.92
4.41
4.90
5.42
6.13
6.70
250
1.92
2.31
2.88
3.33
3.94
4.43
4.93
5.45
6.17
6.74
255
1.93
2.32
2.89
3.35
3.96
4.46
4.95
5.48
6.21
6.78
260
1.94
2.33
2.91
3.36
3.99
4.48
4.98
5.51
6.24
6.82

PRE -WEST -AREA Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Depth vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
minutes) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches)
265
1.95
2.34
2.92
3.38
4.01
4.50
5.01
5.54
6.28
6.86
270
1.96
2.36
2.94
3.40
4.03
4.53
5.03
5.57
6.31
6.90
275
1.97
2.37
2.95
3.42
4.05
4.55
5.06
5.60
6.35
6.94
280
1.98
2.38
2.97
3.43
4.07
4.57
5.09
5.63
6.38
6.97
285
1.98
2.39
2.98
3.45
4.09
4.60
5.11
5.66
6.41
7.01
290
1.99
2.40
2.99
3.46
4.10
4.62
5.14
5.69
6.45
7.05
295
2.00
2.41
3.01
3.48
4.12
4.64
5.16
5.71
6.48
7.08
300
2.01
2.42
3.02
3.50
4.14
4.66
5.19
5.74
6.51
7.12
305
2.02
2.43
3.03
3.51
4.16
4.68
5.21
5.77
6.54
7.16
310
2.03
2.44
3.05
3.53
4.18
4.70
5.23
5.80
6.57
7.19
315
2.04
2.45
3.06
3.54
4.20
4.72
5.26
5.82
6.60
7.23
320
2.05
2.46
3.07
3.56
4.21
4.74
5.28
5.85
6.64
7.26
325
2.05
2.47
3.09
3.57
4.23
4.76
5.30
5.88
6.67
7.29
330
2.06
2.48
3.10
3.59
4.25
4.78
5.33
5.90
6.70
7.33
335
2.07
2.49
3.11
3.60
4.27
4.80
5.35
5.93
6.73
7.36
340
2.08
2.50
3.12
3.61
4.28
4.82
5.37
5.95
6.76
7.39
345
2.09
2.51
3.13
3.63
4.30
4.84
5.39
5.98
6.78
7.42
350
2.09
2.52
3.15
3.64
4.32
4.86
5.42
6.00
6.81
7.46
355
2.10
2.53
3.16
3.66
4.33
4.88
5.44
6.03
6.84
7.49
360
2.11
2.54
3.17
3.67
4.35
4.90
5.46
6.05
6.87
7.52
365
2.12
2.55
3.18
3.68
4.37
4.92
5.48
6.07
6.90
7.55
370
2.12
2.56
3.19
3.70
4.38
4.94
5.50
6.10
6.93
7.59
375
2.13
2.57
3.20
3.71
4.40
4.95
5.52
6.12
6.96
7.62
380
2.14
2.57
3.21
3.72
4.41
4.97
5.54
6.15
6.98
7.65
385
2.14
2.58
3.22
3.73
4.43
4.99
5.57
6.17
7.01
7.68
390
2.15
2.59
3.23
3.75
4.44
5.01
5.59
6.19
7.04
7.71
395
2.16
2.60
3.24
3.76
4.46
5.03
5.61
6.22
7.07
7.75
400
2.16
2.61
3.25
3.77
4.47
5.04
5.63
6.24
7.09
7.78
405
2.17
2.61
3.26
3.78
4.49
5.06
5.65
6.26
7.12
7.81
410
2.18
2.62
3.27
3.79
4.50
5.08
5.67
6.28
7.15
7.84
415
2.18
2.63
3.28
3.81
4.52
5.09
5.69
6.31
7.17
7.87
420
2.19
2.64
3.29
3.82
4.53
5.11
5.70
6.33
7.20
7.90
425
2.20
2.65
3.30
3.83
4.55
5.13
5.72
6.35
7.23
7.93
430
2.20
2.65
3.31
3.84
4.56
5.14
5.74
6.37
7.25
7.96
435
2.21
2.66
3.32
3.85
4.57
5.16
5.76
6.39
7.28
7.99
440
2.21
2.67
3.33
3.86
4.59
5.18
5.78
6.42
7.30
8.02
445
2.22
2.68
3.34
3.87
4.60
5.19
5.80
6.44
7.33
8.05
450
2.23
2.68
3.35
3.89
4.62
5.21
5.82
6.46
7.35
8.07
455
2.23
2.69
3.36
3.90
4.63
5.22
5.84
6.48
7.38
8.10
460
2.24
2.70
3.37
3.91
4.64
5.24
5.85
6.50
7.40
8.13
465
2.24
2.70
3.38
3.92
4.66
5.25
5.87
6.52
7.43
8.16
470
2.25
2.71
3.39
3.93
4.67
5.27
5.89
6.54
7.45
8.19
475
2.25
2.72
3.39
3.94
4.68
5.28
5.91
6.56
7.48
8.21
480
2.26
2.73
3.40
3.95
4.70
5.30
5.93
6.58
7.50
8.24
485
2.27
2.73
3.41
3.96
4.71
5.32
5.94
6.60
7.52
8.27
490
2.27
2.74
3.42
3.97
4.72
5.33
5.96
6.62
7.55
8.30
495
2.28
2.75
3.43
3.98
4.73
5.34
5.98
6.64
7.57
8.32
500
2.28
2.75
3.44
3.99
4.75
5.36
5.99
6.66
7.60
8.35
505
2.29
2.76
3.45
4.00
4.76
5.37
6.01
6.68
7.62
8.38
510
2.29
2.77
3.45
4.01
4.77
5.39
6.03
6.70
7.64
8.40
515
2.30
2.77
3.46
4.02
4.78
5.40
6.05
6.72
7.66
8.43
520
2.30
2.78
3.47
4.03
4.80
5.42
6.06
6.74
7.69
8.46

PRE -WEST -AREA Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Depth vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
minutes) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches)
525
2.31
2.79
3.48
4.04
4.81
5.43
6.08
6.76
7.71
8.48
530
2.31
2.79
3.49
4.05
4.82
5.45
6.09
6.77
7.73
8.51
535
2.32
2.80
3.49
4.06
4.83
5.46
6.11
6.79
7.75
8.53
540
2.32
2.81
3.50
4.07
4.84
5.47
6.13
6.81
7.78
8.56
545
2.33
2.81
3.51
4.08
4.86
5.49
6.14
6.83
7.80
8.58
550
2.33
2.82
3.52
4.09
4.87
5.50
6.16
6.85
7.82
8.61
555
2.34
2.82
3.53
4.10
4.88
5.51
6.18
6.87
7.84
8.63
560
2.34
2.83
3.53
4.11
4.89
5.53
6.19
6.88
7.86
8.66
565
2.35
2.84
3.54
4.12
4.90
5.54
6.21
6.90
7.88
8.68
570
2.35
2.84
3.55
4.13
4.92
5.55
6.22
6.92
7.91
8.71
575
2.36
2.85
3.56
4.14
4.93
5.57
6.24
6.94
7.93
8.73
580
2.36
2.85
3.57
4.14
4.94
5.58
6.25
6.96
7.95
8.76
585
2.37
2.86
3.57
4.15
4.95
5.59
6.27
6.97
7.97
8.78
590
2.37
2.87
3.58
4.16
4.96
5.61
6.28
6.99
7.99
8.80
595
2.38
2.87
3.59
4.17
4.97
5.62
6.30
7.01
8.01
8.83
600
2.38
2.88
3.59
4.18
4.98
5.63
6.31
7.03
8.03
8.85
605
2.39
2.88
3.60
4.19
4.99
5.65
6.33
7.04
8.05
8.87
610
2.39
2.89
3.61
4.20
5.00
5.66
6.34
7.06
8.07
8.90
615
2.40
2.90
3.62
4.21
5.02
5.67
6.36
7.08
8.09
8.92
620
2.40
2.90
3.62
4.22
5.03
5.68
6.37
7.09
8.11
8.94
625
2.41
2.91
3.63
4.22
5.04
5.70
6.39
7.11
8.13
8.97
630
2.41
2.91
3.64
4.23
5.05
5.71
6.40
7.13
8.15
8.99
635
2.42
2.92
3.65
4.24
5.06
5.72
6.42
7.14
8.17
9.01
640
2.42
2.92
3.65
4.25
5.07
5.73
6.43
7.16
8.19
9.03
645
2.43
2.93
3.66
4.26
5.08
5.74
6.45
7.18
8.21
9.06
650
2.43
2.94
3.67
4.27
5.09
5.76
6.46
7.19
8.23
9.08
655
2.43
2.94
3.67
4.28
5.10
5.77
6.47
7.21
8.25
9.10
660
2.44
2.95
3.68
4.28
5.11
5.78
6.49
7.22
8.27
9.12
665
2.44
2.95
3.69
4.29
5.12
5.79
6.50
7.24
8.29
9.15
670
2.45
2.96
3.69
4.30
5.13
5.80
6.52
7.26
8.31
9.17
675
2.45
2.96
3.70
4.31
5.14
5.82
6.53
7.27
8.32
9.19
680
2.46
2.97
3.71
4.32
5.15
5.83
6.54
7.29
8.34
9.21
685
2.46
2.97
3.71
4.32
5.16
5.84
6.56
7.30
8.36
9.23
690
2.46
2.98
3.72
4.33
5.17
5.85
6.57
7.32
8.38
9.25
695
2.47
2.98
3.73
4.34
5.18
5.86
6.58
7.33
8.40
9.27
700
2.47
2.99
3.73
4.35
5.19
5.87
6.60
7.35
8.42
9.30
705
2.48
2.99
3.74
4.36
5.20
5.89
6.61
7.36
8.44
9.32
710
2.48
3.00
3.75
4.36
5.21
5.90
6.62
7.38
8.45
9.34
715
2.49
3.00
3.75
4.37
5.22
5.91
6.64
7.39
8.47
9.36
720
2.49
3.01
3.76
4.38
5.23
5.92
6.65
7.41
8.49
9.38
725
2.49
3.01
3.77
4.39
5.24
5.93
6.66
7.42
8.50
9.40
730
2.50
3.02
3.77
4.39
5.25
5.94
6.67
7.44
8.52
9.41
735
2.50
3.02
3.78
4.40
5.26
5.95
6.68
7.45
8.53
9.43
740
2.51
3.03
3.79
4.41
5.27
5.96
6.70
7.46
8.55
9.44
745
2.51
3.03
3.79
4.42
5.27
5.97
6.71
7.47
8.56
9.46
750
2.51
3.04
3.80
4.42
5.28
5.98
6.72
7.49
8.58
9.47
755
2.52
3.04
3.80
4.43
5.29
5.99
6.73
7.50
8.59
9.49
760
2.52
3.05
3.81
4.44
5.30
6.00
6.74
7.51
8.61
9.50
765
2.53
3.05
3.82
4.45
5.31
6.01
6.75
7.52
8.62
9.52
770
2.53
3.06
3.82
4.45
5.32
6.02
6.76
7.54
8.63
9.53
775
2.54
3.06
3.83
4.46
5.33
6.03
6.77
7.55
8.65
9.55
780
2.54
3.07
3.83
4.47
5.33
6.04
6.78
7.56
8.66
9.56

PRE -WEST -AREA Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Depth vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
minutes) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches)
785
2.54
3.07
3.84
4.47
5.34
6.05
6.79
7.57
8.68
9.58
790
2.55
3.08
3.85
4.48
5.35
6.06
6.81
7.58
8.69
9.59
795
2.55
3.08
3.85
4.49
5.36
6.07
6.82
7.60
8.70
9.61
800
2.55
3.09
3.86
4.49
5.37
6.08
6.83
7.61
8.72
9.62
805
2.56
3.09
3.86
4.50
5.38
6.09
6.84
7.62
8.73
9.64
810
2.56
3.10
3.87
4.51
5.38
6.10
6.85
7.63
8.74
9.65
815
2.57
3.10
3.88
4.51
5.39
6.10
6.86
7.64
8.76
9.67
820
2.57
3.10
3.88
4.52
5.40
6.11
6.87
7.65
8.77
9.68
825
2.57
3.11
3.89
4.53
5.41
6.12
6.88
7.67
8.78
9.70
830
2.58
3.11
3.89
4.54
5.42
6.13
6.89
7.68
8.80
9.71
835
2.58
3.12
3.90
4.54
5.43
6.14
6.90
7.69
8.81
9.72
840
2.59
3.12
3.91
4.55
5.43
6.15
6.91
7.70
8.82
9.74
845
2.59
3.13
3.91
4.56
5.44
6.16
6.92
7.71
8.84
9.75
850
2.59
3.13
3.92
4.56
5.45
6.17
6.93
7.72
8.85
9.77
855
2.60
3.14
3.92
4.57
5.46
6.18
6.94
7.73
8.86
9.78
860
2.60
3.14
3.93
4.57
5.47
6.19
6.95
7.75
8.88
9.79
865
2.60
3.14
3.93
4.58
5.47
6.20
6.96
7.76
8.89
9.81
870
2.61
3.15
3.94
4.59
5.48
6.20
6.97
7.77
8.90
9.82
875
2.61
3.15
3.94
4.59
5.49
6.21
6.98
7.78
8.91
9.83
880
2.62
3.16
3.95
4.60
5.50
6.22
6.99
7.79
8.93
9.85
885
2.62
3.16
3.96
4.61
5.50
6.23
7.00
7.80
8.94
9.86
890
2.62
3.17
3.96
4.61
5.51
6.24
7.01
7.81
8.95
9.88
895
2.63
3.17
3.97
4.62
5.52
6.25
7.02
7.82
8.97
9.89
900
2.63
3.17
3.97
4.63
5.53
6.26
7.03
7.83
8.98
9.90
905
2.63
3.18
3.98
4.63
5.53
6.27
7.04
7.85
8.99
9.92
910
2.64
3.18
3.98
4.64
5.54
6.27
7.05
7.86
9.00
9.93
915
2.64
3.19
3.99
4.64
5.55
6.28
7.06
7.87
9.02
9.94
920
2.64
3.19
3.99
4.65
5.56
6.29
7.07
7.88
9.03
9.96
925
2.65
3.19
4.00
4.66
5.56
6.30
7.08
7.89
9.04
9.97
930
2.65
3.20
4.00
4.66
5.57
6.31
7.09
7.90
9.05
9.98
935
2.65
3.20
4.01
4.67
5.58
6.32
7.10
7.91
9.06
9.99
940
2.66
3.21
4.02
4.68
5.59
6.32
7.11
7.92
9.08
10.01
945
2.66
3.21
4.02
4.68
5.59
6.33
7.11
7.93
9.09
10.02
950
2.66
3.22
4.03
4.69
5.60
6.34
7.12
7.94
9.10
10.03
955
2.67
3.22
4.03
4.69
5.61
6.35
7.13
7.95
9.11
10.05
960
2.67
3.22
4.04
4.70
5.62
6.36
7.14
7.96
9.12
10.06
965
2.67
3.23
4.04
4.71
5.62
6.37
7.15
7.97
9.14
10.07
970
2.68
3.23
4.05
4.71
5.63
6.37
7.16
7.98
9.15
10.08
975
2.68
3.24
4.05
4.72
5.64
6.38
7.17
7.99
9.16
10.10
980
2.69
3.24
4.06
4.72
5.65
6.39
7.18
8.00
9.17
10.11
985
2.69
3.24
4.06
4.73
5.65
6.40
7.19
8.01
9.18
10.12
990
2.69
3.25
4.07
4.74
5.66
6.41
7.20
8.02
9.20
10.13
995
2.70
3.25
4.07
4.74
5.67
6.41
7.21
8.03
9.21
10.15
1,000
2.70
3.25
4.08
4.75
5.67
6.42
7.22
8.04
9.22
10.16
1,005
2.70
3.26
4.08
4.75
5.68
6.43
7.22
8.05
9.23
10.17
1,010
2.70
3.26
4.09
4.76
5.69
6.44
7.23
8.06
9.24
10.18
1,015
2.71
3.27
4.09
4.76
5.69
6.45
7.24
8.07
9.25
10.20
1,020
2.71
3.27
4.10
4.77
5.70
6.45
7.25
8.08
9.26
10.21
1,025
2.71
3.27
4.10
4.78
5.71
6.46
7.26
8.09
9.28
10.22
1,030
2.72
3.28
4.11
4.78
5.72
6.47
7.27
8.10
9.29
10.23
1,035
2.72
3.28
4.11
4.79
5.72
6.48
7.28
8.11
9.30
10.24
1,040
2.72
3.29
4.12
4.79
5.73
6.49
7.29
8.12
9.31
10.26

PRE -WEST -AREA Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Depth vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
minutes) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches)
1,045
2.73
3.29
4.12
4.80
5.74
6.49
7.29
8.13
9.32
10.27
1,050
2.73
3.29
4.13
4.80
5.74
6.50
7.30
8.14
9.33
10.28
1,055
2.73
3.30
4.13
4.81
5.75
6.51
7.31
8.15
9.34
10.29
1,060
2.74
3.30
4.14
4.81
5.76
6.52
7.32
8.16
9.35
10.30
1,065
2.74
3.30
4.14
4.82
5.76
6.52
7.33
8.17
9.36
10.32
1,070
2.74
3.31
4.15
4.83
5.77
6.53
7.34
8.18
9.38
10.33
1,075
2.75
3.31
4.15
4.83
5.78
6.54
7.35
8.19
9.39
10.34
1,080
2.75
3.32
4.15
4.84
5.78
6.55
7.35
8.20
9.40
10.35
1,085
2.75
3.32
4.16
4.84
5.79
6.55
7.36
8.21
9.41
10.36
1,090
2.76
3.32
4.16
4.85
5.80
6.56
7.37
8.22
9.42
10.37
1,095
2.76
3.33
4.17
4.85
5.80
6.57
7.38
8.23
9.43
10.39
1,100
2.76
3.33
4.17
4.86
5.81
6.58
7.39
8.24
9.44
10.40
1,105
2.77
3.33
4.18
4.86
5.82
6.58
7.40
8.25
9.45
10.41
1,110
2.77
3.34
4.18
4.87
5.82
6.59
7.41
8.26
9.46
10.42
1,115
2.77
3.34
4.19
4.87
5.83
6.60
7.41
8.26
9.47
10.43
1,120
2.77
3.34
4.19
4.88
5.84
6.61
7.42
8.27
9.48
10.44
1,125
2.78
3.35
4.20
4.89
5.84
6.61
7.43
8.28
9.49
10.45
1,130
2.78
3.35
4.20
4.89
5.85
6.62
7.44
8.29
9.50
10.47
1,135
2.78
3.35
4.21
4.90
5.85
6.63
7.45
8.30
9.52
10.48
1,140
2.79
3.36
4.21
4.90
5.86
6.63
7.45
8.31
9.53
10.49
1,145
2.79
3.36
4.22
4.91
5.87
6.64
7.46
8.32
9.54
10.50
1,150
2.79
3.36
4.22
4.91
5.87
6.65
7.47
8.33
9.55
10.51
1,155
2.80
3.37
4.22
4.92
5.88
6.66
7.48
8.34
9.56
10.52
1,160
2.80
3.37
4.23
4.92
5.89
6.66
7.49
8.35
9.57
10.53
1,165
2.80
3.38
4.23
4.93
5.89
6.67
7.49
8.36
9.58
10.54
1,170
2.80
3.38
4.24
4.93
5.90
6.68
7.50
8.36
9.59
10.55
1,175
2.81
3.38
4.24
4.94
5.90
6.68
7.51
8.37
9.60
10.56
1,180
2.81
3.39
4.25
4.94
5.91
6.69
7.52
8.38
9.61
10.58
1,185
2.81
3.39
4.25
4.95
5.92
6.70
7.53
8.39
9.62
10.59
1,190
2.82
3.39
4.26
4.95
5.92
6.71
7.53
8.40
9.63
10.60
1,195
2.82
3.40
4.26
4.96
5.93
6.71
7.54
8.41
9.64
10.61
1,200
2.82
3.40
4.26
4.96
5.94
6.72
7.55
8.42
9.65
10.62
1,205
2.82
3.40
4.27
4.97
5.94
6.73
7.56
8.43
9.66
10.63
1,210
2.83
3.41
4.27
4.97
5.95
6.73
7.57
8.44
9.67
10.64
1,215
2.83
3.41
4.28
4.98
5.95
6.74
7.57
8.44
9.68
10.65
1,220
2.83
3.41
4.28
4.98
5.96
6.75
7.58
8.45
9.69
10.66
1,225
2.84
3.42
4.29
4.99
5.97
6.75
7.59
8.46
9.70
10.67
1,230
2.84
3.42
4.29
4.99
5.97
6.76
7.60
8.47
9.71
10.68
1,235
2.84
3.42
4.29
5.00
5.98
6.77
7.60
8.48
9.72
10.69
1,240
2.84
3.43
4.30
5.00
5.98
6.77
7.61
8.49
9.73
10.70
1,245
2.85
3.43
4.30
5.01
5.99
6.78
7.62
8.50
9.74
10.71
1,250
2.85
3.43
4.31
5.01
6.00
6.79
7.63
8.50
9.75
10.72
1,255
2.85
3.44
4.31
5.02
6.00
6.79
7.63
8.51
9.76
10.74
1,260
2.86
3.44
4.32
5.02
6.01
6.80
7.64
8.52
9.77
10.75
1,265
2.86
3.44
4.32
5.03
6.01
6.81
7.65
8.53
9.78
10.76
1,270
2.86
3.45
4.32
5.03
6.02
6.81
7.66
8.54
9.79
10.77
1,275
2.86
3.45
4.33
5.04
6.03
6.82
7.66
8.55
9.80
10.78
1,280
2.87
3.45
4.33
5.04
6.03
6.83
7.67
8.55
9.81
10.79
1,285
2.87
3.46
4.34
5.05
6.04
6.83
7.68
8.56
9.82
10.80
1,290
2.87
3.46
4.34
5.05
6.04
6.84
7.69
8.57
9.83
10.81
1,295
2.87
3.46
4.34
5.06
6.05
6.85
7.69
8.58
9.83
10.82
1,300
2.88
3.46
4.35
5.06
6.05
6.85
7.70
8.59
9.84
10.83

PRE -WEST -AREA Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 6/10/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC
PF_Waxhaw PDS Depth vs. Duration (continued)
Duration 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 200-yr 500-yr 1000-yr
minutes) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (inches)
1,305
2.88
3.47
4.35
5.07
6.06
6.86
7.71
8.60
9.85
10.84
1,310
2.88
3.47
4.36
5.07
6.07
6.87
7.72
8.60
9.86
10.85
1,315
2.89
3.47
4.36
5.08
6.07
6.87
7.72
8.61
9.87
10.86
1,320
2.89
3.48
4.37
5.08
6.08
6.88
7.73
8.62
9.88
10.87
1,325
2.89
3.48
4.37
5.09
6.08
6.89
7.74
8.63
9.89
10.88
1,330
2.89
3.48
4.37
5.09
6.09
6.89
7.75
8.64
9.90
10.89
1,335
2.90
3.49
4.38
5.09
6.09
6.90
7.75
8.65
9.91
10.90
1,340
2.90
3.49
4.38
5.10
6.10
6.91
7.76
8.65
9.92
10.91
1,345
2.90
3.49
4.39
5.10
6.11
6.91
7.77
8.66
9.93
10.92
1,350
2.90
3.50
4.39
5.11
6.11
6.92
7.77
8.67
9.94
10.93
1,355
2.91
3.50
4.39
5.11
6.12
6.92
7.78
8.68
9.95
10.94
1,360
2.91
3.50
4.40
5.12
6.12
6.93
7.79
8.69
9.96
10.95
1,365
2.91
3.51
4.40
5.12
6.13
6.94
7.80
8.69
9.97
10.96
1,370
2.91
3.51
4.41
5.13
6.13
6.94
7.80
8.70
9.97
10.97
1,375
2.92
3.51
4.41
5.13
6.14
6.95
7.81
8.71
9.98
10.98
1,380
2.92
3.51
4.41
5.14
6.14
6.96
7.82
8.72
9.99
10.99
1,385
2.92
3.52
4.42
5.14
6.15
6.96
7.82
8.72
10.00
11.00
1,390
2.92
3.52
4.42
5.15
6.16
6.97
7.83
8.73
10.01
11.01
1,395
2.93
3.52
4.43
5.15
6.16
6.97
7.84
8.74
10.02
11.01
1,400
2.93
3.53
4.43
5.15
6.17
6.98
7.84
8.75
10.03
11.02
1,405
2.93
3.53
4.43
5.16
6.17
6.99
7.85
8.76
10.04
11.03
1,410
2.93
3.53
4.44
5.16
6.18
6.99
7.86
8.76
10.05
11.04
1,415
2.94
3.54
4.44
5.17
6.18
7.00
7.87
8.77
10.06
11.05
1,420
2.94
3.54
4.44
5.17
6.19
7.01
7.87
8.78
10.06
11.06
1,425
2.94
3.54
4.45
5.18
6.19
7.01
7.88
8.79
10.07
11.07
1,430
2.94
3.54
4.45
5.18
6.20
7.02
7.89
8.79
10.08
11.08
1,435
2.95
3.55
4.46
5.19
6.20
7.02
7.89
8.80
10.09
11.09
1,440
2.95
3.55
4.46
5.19
6.21
7.03
7.90
8.81
10.10
11.10

SOILS DATA FROM NATIONAL RESOURCE CONSERVATION SERVICE

Hydrologic Soil Group —Union County, North Carolina
(Rone Creek Station)
In
521500 521600 521700 521800 521900 522000
34o 55' 25" N
g
K
34o 54' 55" N
521500 521600 521700 521800 521900
Map Scale: 1:4,520 if printed on A portrait (8.5" x 11") sheet.
a
Myers
$ N 0 50 100 200 300
Feet
0 200 400 800 1200
Map projection: Web Mercator Coner000rdinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
in
522100
34' 55' 25" N
g
g
34o 54' 55" N
522100
En
I
2/12/2018
Pagel of 4

0
Z
/W
V
W
J
a
Q
O O �
7
U O 0-0
U O
O
E
0)
C: U m m Q m —_
Q O N
U O C E C
U) E m U)
y o)O O
O c " N
a) .Q
m m O- 0 �
U m a)
= y E y
> O O a)
C >
Q O m
a)-0
o U) 6
> n m U
m
E O- 0 a)
m
m E N
O C m a) y
U) a) p E O
C
O E a) U
C N O m y
E (6 7 Q � N
y a) 0 m
W E U voi
U)
m
a)
N
Uy U)
N
u!
W
Q
U
U O
y
m
N
p
m
Q E
N
O
N
C E
—
U)
>
— O a)
O
N
a) `' N a
O m
(n
m
C
N-0 O
N y
L
00
?
C U
c m a) a)
00
a)
U)
a)
U) U)
O > -0 N
� m
Z
(6
U
2i
Q
m
0 0-a)
W
a)
U) 7 m
-co: N O N
Q
O
N
O
'O
N
L
O N>
� a)
Zi m
E
U
m
IQ)U
m
N O
i m
N 0 N
(6 O
=
a)
Z V
U
m
O
0)
O w Q
C
U
>' go)C O U
'� O
C 0
(n
O
E% m cL E
O
C
'o N m
E a)
O
O
L
Q
Q
a) m.
U
�_ 0 O'
'6 a)
O
N
N E O N
2
>N
O
N
0�
a)
a)
N-a
N C
O
m
3 J>
(6
) N Q E
(n
Q C
(6
N Utl)
= i
U)
y
-O O
t C
N
O
Z E
Q U
O N O O
0 a)
N
m
a)
a)
O
0 O
:.-� -0
>+'O-
L N N j6
O (6
-O
m16
m
O _O >+ 7
C y
Q a) j,
a) (6 (6 7
,U)
C
a) o
U) (6
.2-0 O Q
0 0
m N
U .0
Q m
C
s 0= (n E
(n a)
)
O
C
E m U
D O a) N O
7 N
O>
a)
Q
7 0
CL
O
a)
m
C O
L O
U) U)i
O
2 U
y" N m
Q a)
U a)
m
E o
y
O 'Q a) S
a) a)
O a) O
(6 O n
L
O 7
O LPm
FL E
U U
O
2 o_-0 Q m
H o
U U
U—
o (l
H 0. U)
a)
Z
y
'm 3 L
R C-
o U L
° o
a R a 0 R L
m o m a
d
U U o Z in O Q
R R C
0 7
0 ■ ■ 0 LL }{
R 4 R5 R
F m
o
R
a
o
O w
y
0)
`o
y
a o
>
w
H 'a)
a°
o
a
0
m
0
U
0
c
Q
v
O Q
m
U
o Z
O Q
16
F
co
co
Q
v)
R
.j
R
0
0
a y
m -0
0 0 0 o a. o 0
a m m U U o z a) Q a m m
S
❑ ❑ o 0
s
y
00 v
a)
U
m
Z

Hydrologic Soil Group —Union County, North Carolina
Rone Creek Station
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
GfB2
Georgeville silty clay
B
25.5
43.4%
loam, 2 to 8 percent
slopes, moderately
eroded
TbC2
Tarrus gravelly silty clay
B
33.2
56.6%
loam, 8 to 15 percent
slopes, moderately
eroded
Totals for Area of Interest
68.7
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 2/12/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
Rone Creek Station
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 2/12/2018
Conservation Service National Cooperative Soil Survey Page 4 of 4

PUMP STATION CULVERT CALCULATIONS
The culvert under the access road to the waste water pump station was analyzed with HEC-RAS
5.0 software developed for the Army Corps of Engineers. The drainage area maps
accompanying this calculation report show the drainage areas and time of concentration paths
as required for TR-55 analysis. The HydroCad reports that follow incorporate this information to
generate flows for input into the HEC-RAS software. The flows calculated use conservative
estimates for ground covers and estimate pipe sizes along the time of concentration flow path.
In addition to analyzing the culvert selected, this data was used to generate a 100 year flood
line to be used to determine the flood protection elevation of the pump station and ensure that
the flood elevation will not enter sewer manhole lids. The culvert selected does not impact the
channel below the normal water surface, at a minimum. The channel banks will be lined with
stone armoring or equivalent to minimize erosion upon completion of the bottomless box
culvert. The design specifications are included in this report and will be included on the plans.
It should be noted that the Tc calculation is also used for FES 8 drainage area.

PS -CULVERT -AREA
Prepared by DeaIAC Printed 11/12/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 1
Area Listing (selected nodes)
Area CN Description
(sq-ft) (s u bcatch m ent-n u m be rs)
277,913 72 1/3 acre lots, 30% imp, HSG B (2S)
111,949 98 ROADS (2S)
1,065,913 60 Woods, Fair, HSG B (2S)
1,455,775 65 TOTAL AREA

PS -CULVERT -AREA Type/1 24-hr 100-yr Rainfall=7.90"
Prepared by DeaIAC Printed 11/12/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 2S: HWY75-CULVERT-AREA
Runoff = 158.75 cfs @ 12.08 hrs, Volume= 462,637 cf, Depth= 3.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.90"
Area (ac) CN Description
6.380 72 1/3 acre lots, 30% imp, HSG B
24.470 60 Woods, Fair, HSG B
2.570 98 ROADS
33.420 65 Weighted Average
28.936 86.58% Pervious Area
4.484 13.42% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.2
100
0.0240
0.18
Sheet Flow,
Grass: Short n= 0.150 P2= 3.12"
3.3
259
0.0680
1.30
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
3.2
1,533
0.0350
8.11
81.06
Channel Flow,
Area= 10.0 sf Perim= 9.7' r= 1.03'
n= 0.035 Earth, dense weeds
0.2
180
0.0200
14.46
102.19
Pipe Channel,
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.012 Concrete pipe, finished
15.9 2,072 Total

PS -CULVERT -AREA
Type/1 24-hr 100-yr Rainfall=7.90"
Prepared by DeaIAC Printed 11/12/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 3
N
U
Subcatchment 2S: HWY75-CULVERT-AREA
Hydrograph
Time (hours)
■ Runoff

PS -CULVERT -AREA
Prepared by DeaIAC Printed 11/12/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 1
Area Listing (selected nodes)
Area CN Description
(sq-ft) (s u bcatch m ent-n u m be rs)
2,700,720
68
1 acre lots, 20% imp, HSG B (GOOD)
3,354,120
72
1/3 acre lots, 30% imp, HSG B (GOOD)
1,393,920
75
1/4 acre lots, 38% imp, HSG B (GOOD)
236,966
98
ROADS (GOOD)
609,840
60
Woods, Fair, HSG B (GOOD)
8,295,566
71
TOTAL AREA

PS -CULVERT -AREA Type/1 24-hr 100-yr Rainfall=7.90"
Prepared by DeaIAC Printed 11/12/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment GOOD: PS -CULVERT -AREA
Runoff = 627.38 cfs @ 12.35 hrs, Volume= 3,105,641 cf, Depth= 4.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.90"
Area (ac) CN Description
32.000
75
1/4 acre lots, 38% imp, HSG B
77.000
72
1/3 acre lots, 30% imp, HSG B
62.000
68
1 acre lots, 20% imp, HSG B
14.000
60
Woods, Fair, HSG B
5.440
98
ROADS
190.440 71 Weighted Average
137.340 72.12% Pervious Area
53.100 27.88% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
24.4
100
0.0150
0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.12"
3.0
236
0.0700
1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.8
183
0.0660
3.85
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.2
113
0.0200
9.11
16.09
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.012 Concrete pipe, finished
2.6
1,296
0.0360
8.22
82.21
Channel Flow,
Area= 10.0 sf Perim= 9.7' r= 1.03'
n= 0.035 Earth, dense weeds
5.0
1,487
0.0130
4.94
49.40
Channel Flow,
Area= 10.0 sf Perim= 9.7' r= 1.03'
n= 0.035 Earth, dense weeds
0.2
92
0.0100
10.22
72.26
Pipe Channel,
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.012 Concrete pipe, finished
1.6
962
0.0150
10.32
278.60
Channel Flow,
Area= 27.0 sf Perim= 16.0' r= 1.69'
n= 0.025 Earth, clean & winding
0.6
569
0.0180
14.79
710.04
Channel Flow,
Area= 48.0 sf Perim= 19.0' r= 2.53'
n= 0.025 Earth, clean & winding
38.4 5,038 Total

PS -CULVERT -AREA
Type/1 24-hr 100-yr Rainfall=7.90"
Prepared by DeaIAC Printed 11/12/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 3
❑ Runoff

RONE_CRK_MERGE.rep
HEC-RAS HEC-RAS 5.0.0 February 2016
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X
XXXXXX
XXXX
XXXX
XX XXXX
X X
X
X X
X X
X X X
X X
X
X
X X
X X X
XXXXXXX
XXXX
X
XXX XXXX
XXXXXX XXXX
X X
X
X
X X
X X X
X X
X
X X
X X
X X X
X X
XXXXXX
XXXX
X X
X X XXXXX
PR07ECT DATA
Project Title: RONE_CRK_MERGE
Project File : RONE_CRK_MERGE.prj
Run Date and Time: 11/12/2018 7:42:52 PM
Project in English units
PLAN DATA
Plan Title: Plan 02
Plan File : C:\Projects\RDD Projects\229.001\CALCS\HEC-RAS\RONE_CRK_MERGE.p02
Geometry Title: RONE-CREEK-MERGE
Geometry File : C:\Projects\RDD
Projects\229.001\CALCS\HEC-RAS\RONE_CRK_MERGE.g01
Flow Title RONECRK_100FLOW
Flow File C:\Projects\RDD
Projects\229.001\CALCS\HEC-RAS\RONE_CRK_MERGE.f02
Plan Summary Information:
Number of: Cross Sections = 21 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 1 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Page 1

RONE _CRK_MERGE.rep
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Mixed Flow
FLOW DATA
Flow Title: RONECRK_100FLOW
Flow File : C:\Projects\RDD Projects\229.001\CALCS\HEC-RAS\RONE_CRK_MERGE.f02
Flow Data (cfs)
River Reach RS PF 1
RONE CREEK RONECREEK-UPPER 3628.74 159
RONE CREEK HECRAS 861.01 627
Boundary Conditions
River
Downstream
RONE CREEK
Critical
RONE CREEK
Known WS = 546
GEOMETRY DATA
Reach Profile
RONECREEK-UPPER PF 1
HECRAS PF 1
Upstream
Critical
Critical
Geometry Title: RONE-CREEK-MERGE
Geometry File : C:\Projects\RDD Projects\229.001\CALCS\HEC-RAS\RONE_CRK_MERGE.g01
CROSS SECTION
Page 2

RONE_CRK_MERGE.rep
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 3628.74
INPUT
Description:
Station Elevation Data num= 60
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 603.77 2.44 603.16 3.2 603 6.13 602.21 7.01 602
7.65 601.79 10.71 601 12.6 600.34 13.49 600 15.25 599.29
16.06 599 17.96 598.37 19.06 598 20.85 597.72 23.66 597.47
25.23 597.37 27.08 597 31.14 596.22 32.25 596 34.92 595.48
37.9 594.95 42.27 594.03 42.42 594 42.46 593.99 48.13 593
49.08 592.9 54.54 592 56.92 591.52 57.48 591.33 58.48 591
61.91 590.31 62.94 590 63.56 589.97 63.58 589.97 63.99 589.98
64.38 590 65.85 590.38 68.76 591 69.43 591.15 72.66 592
74.17 592.53 74.79 592.81 75.43 593 79.39 593.96 79.6 594
85.29 594.83 86.38 595 87.27 595.19 91.29 596 94.56 596.72
95.95 597 100.16 597.96 100.33 598 100.69 598.07 102.65 598.47
104.99 598.93 105.06 598.94 105.39 599 105.71 599.06 109.77 599.8
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 54.54 .04 72.66 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
54.54 72.66 97.92 97.92 97.92 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 592.92 Element Left OB Channel
Right OB
Vel Head (ft) 0.66 Wt. n-Val. 0.100 0.040
0.100
W.S. Elev (ft) 592.26 Reach Len. (ft) 97.92 97.92
97.92
Crit W.S. (ft) 592.26 Flow Area (sq ft) 0.21 24.35
0.10
E.G. Slope (ft/ft) 0.021535 Area (sq ft) 0.21 24.35
0.10
Q Total (cfs) 159.00 Flow (cfs) 0.12 158.83
0.05
Top Width (ft) 20.45 Top Width (ft) 1.59 18.12
0.75
Vel Total (ft/s) 6.45 Avg. Vel. (ft/s) 0.56 6.52
0.54
Page 3

Max Chl Dpth (ft)
0.13
Conv. Total (cfs)
0.4
Length Wtd. (ft)
0.79
Min Ch E1 (ft)
0.17
Alpha
0.09
Frctn Loss (ft)
0.36
C & E LOSS (ft)
0.49
RONE_CRK_MERGE.rep
2.29
Hydr. Depth (ft)
0.13
1.34
1083.5
Conv. (cfs)
0.8
1082.4
97.92
Wetted Per. (ft)
1.61
18.61
589.97
Shear (lb/sq ft)
0.17
1.76
1.02
Stream Power (lb/ft s)
0.10
11.48
2.81
Cum Volume (acre-ft)
0.19
1.25
0.04
Cum SA (acres)
0.51
0.68
Warning: The energy equation could not be balanced within the specified number of
iterations. The program used critical
depth for the water surface and continued on with the calculations.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set
equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is
not a valid subcritical answer. The
program defaulted to critical depth.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 3530.82
INPUT
Description:
Station Elevation Data num=
Sta
Elev
Sta
Elev
0
597.31
1.34
597.22
13.26
595.51
15.86
595
25.6
593
26.38
592.81
39.72
590.29
41.35
590
52.29
588
53.13
587.71
56.67
586.95
57
586.96
60.97
588
61.59
588.23
74.86
590.87
75.58
591
86.57
593
88
593.29
55
Sta Elev
2.93 597
18.41 594.5
30.08 592
43.49 589.68
53.55 587.56
57.9 586.98
64.22 588.96
76.42 591.12
90.73 594
Page 4
Sta Elev
8.43 596.33
20.98 594
33.67 591.36
47.98 589
55.09 587
58.69 587
66.75 589.4
82.25 592
93.36 594.88
Sta Elev
10.52 596
24.41 593.29
35.67 591
50.83 588.28
56.39 586.96
60.54 587.8
69.76 590
83.22 592.18
93.76 595

RONE_CRK_MERGE.rep
95.78 595.69 96.54 595.92 96.79 596 97.31 596.16 100.13 597
102.39 597.7 103.39 598 104.2 598.15 105.62 598.42 106.21 598.51
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 47.98 .04 64.22 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
47.98 64.22 123.62 123.62 123.62 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
590.08
Element
Left OB
Channel
Right OB
Vel Head (ft)
1.04
Wt. n-Val.
0.001
0.040
0.100
W.S. Elev (ft)
589.04
Reach Len. (ft)
123.62
123.62
123.62
Crit W.S. (ft)
589.28
Flow Area (sq ft)
0.01
19.45
0.02
E.G. Slope (ft/ft)
0.040056
Area (sq ft)
0.01
19.45
0.02
Q Total (cfs)
159.00
Flow (cfs)
0.00
158.99
0.01
Top Width (ft)
16.97
Top Width (ft)
0.27
16.24
0.46
Vel Total (ft/s)
8.16
Avg. Vel. (ft/s)
0.22
8.17
0.35
Max Chl Dpth (ft)
2.09
Hydr. Depth (ft)
0.02
1.20
0.04
Conv. Total (cfs)
794.4
Conv. (cfs)
0.0
794.4
0.0
Length Wtd. (ft)
123.62
Wetted Per. (ft)
0.27
16.88
0.47
Min Ch E1 (ft)
586.95
Shear (lb/sq ft)
2.88
0.10
Alpha
1.00
Stream Power (lb/ft s)
23.55
0.03
Frctn Loss (ft)
1.46
Cum Volume (acre-ft)
0.19
1.20
0.36
C & E Loss (ft)
0.11
Cum SA (acres)
0.51
0.64
0.49
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
Page 5

RONE_CRK_MERGE.rep
the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 3407.2
INPUT
Description:
Station Elevation Data num= 55
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 591.88 .04 591.88 3.53 591.67 10.43 591.24 14.94 591
17.73 590.83 23.36 590.53 30.03 590 31.86 589.87 33.6 589.74
36.53 589.59 42.8 589.02 42.95 589.02 43.42 589 44.03 588.96
44.76 588.94 46.63 588.7 48.81 588.54 51 588.42 51.83 588.39
53.78 588.36 54.73 588.28 56.6 588.25 58.74 588.18 61.8 588
64.93 587.83 67.16 587.59 72.11 587 72.86 586.79 79.69 586
80.2 585.76 81.05 585 81.44 584.66 82.7 584 83.18 583.61
84.39 583.58 85.52 583.57 86.29 583.81 86.88 584 87.92 584.41
89.82 585 92.89 585.6 95.88 586 102.77 586.65 107.01 587
112.28 587.69 115.16 588 116.47 588.23 120.58 589 125.1 589.56
128.66 590 131.95 590.52 135.28 591 136.96 591.45 137.36 591.55
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 79.69 .04 95.88 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
79.69 95.88 153.97 153.97 153.97 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
587.11
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.36
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
586.75
Reach Len.
(ft)
153.97
153.97
153.97
Crit W.S. (ft)
586.22
Flow Area
(sq ft)
2.45
32.13
3.01
E.G. Slope (ft/ft)
0.007412
Area (sq ft)
2.45
32.13
3.01
Q Total (cfs)
159.00
Flow (cfs)
1.63
155.39
1.98
Top Width (ft)
30.84
Top Width
(ft)
6.51
16.19
8.14
Page 6

RONE_CRK_MERGE.rep
Vel Total (ft/s)
4.23
Avg. Vel. (ft/s)
0.66
4.84
0.66
Max Chl Dpth (ft)
3.18
Hydr. Depth (ft)
0.38
1.98
0.37
Conv. Total (cfs)
1846.8
Conv. (cfs)
18.9
1804.9
23.0
Length Wtd. (ft)
153.97
Wetted Per. (ft)
6.55
17.28
8.17
Min Ch E1 (ft)
583.57
Shear (lb/sq ft)
0.17
0.86
0.17
Alpha
1.28
Stream Power (lb/ft s)
0.11
4.16
0.11
Frctn Loss (ft)
1.63
Cum Volume (acre-ft)
0.19
1.13
0.36
C & E Loss (ft)
0.04
Cum SA (acres)
0.50
0.60
0.48
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
Note: Hydraulic jump has occurred between this cross section and the previous
upstream section.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 3253.23
INPUT
Description:
Station Elevation Data num= 50
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 591.18 1.29 591 2.86 590.75 8.11 590 12.38 589.44
15.3 589 18.55 588.46 21.55 588 27.7 587.2 28.95 587.04
29.3 587 29.95 586.91 36.94 586 44.65 585.18 46.17 585
53.4 584.66 58.32 584.44 68.14 584 70.3 583.14 70.66 583
70.92 582.9 73.1 582 74.11 581.88 74.37 581.84 74.74 581.89
75.39 581.96 75.78 582 76.23 582.25 77.4 583 78.15 583.43
79.21 584 84.06 584.78 85.5 585 86.1 585.16 89.78 586
93.56 586.98 93.62 587 93.69 587.02 97.93 588 101.2 588.77
102.27 589 105.42 589.71 106.72 590 107.44 590.15 111.82 591
113.96 591.4 117.02 592 119.73 592.56 121.91 593 122.76 593.18
Page 7

RONE_CRK_MERGE.rep
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 .1 68.14
.04
79.21 .1
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
68.14 79.21
219.75
219.75 219.75
.1
.3
CROSS SECTION OUTPUT Profile
#PF 1
E.G. Elev (ft)
585.44
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.73
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
584.71
Reach Len. (ft)
219.75
219.75
219.75
Crit W.S. (ft)
584.71
Flow Area (sq ft)
5.63
21.68
1.57
E.G. Slope (ft/ft)
0.016258
Area (sq ft)
5.63
21.68
1.57
Q Total (cfs)
159.00
Flow (cfs)
5.35
152.18
1.48
Top Width (ft)
31.29
Top Width (ft)
15.80
11.07
4.41
Vel Total (ft/s)
5.51
Avg. Vel. (ft/s)
0.95
7.02
0.94
Max Chl Dpth (ft)
2.87
Hydr. Depth (ft)
0.36
1.96
0.35
Conv. Total (cfs)
1247.0
Conv. (cfs)
42.0
1193.5
11.6
Length Wtd. (ft)
219.75
Wetted Per. (ft)
15.82
12.02
4.47
Min Ch E1 (ft)
581.84
Shear (lb/sq ft)
0.36
1.83
0.36
Alpha
1.56
Stream Power (lb/ft
s) 0.34
12.85
0.34
Frctn Loss (ft)
2.38
Cum Volume (acre-ft)
0.17
1.03
0.35
C & E Loss (ft)
0.10
Cum SA (acres)
0.46
0.55
0.45
Warning: The energy equation could not be balanced within the specified number of
iterations. The program used critical
depth for the water surface and continued on with the calculations.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
Page 8

RONE_CRK_MERGE.rep
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set
equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is
not a valid subcritical answer. The
program defaulted to critical depth.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 3033.48
INPUT
Description:
Station Elevation Data num= 82
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 592.07 .56 592 5.17 591.5 10.96 591 11.11 590.98
17.58 590 23.38 589.32 26.27 589 31.55 588.38 35.17 588
39.79 587.14 40.61 587 41.4 586.84 45.79 586 50.37 585.47
53.98 585 59.97 584.32 63.95 584 69.54 583.58 75.45 583
79.02 582.82 82.97 582.51 84.77 582.4 88.6 582.14 89.08 582.13
90.12 582 93.94 581.62 100.46 581 100.98 580.64 101.96 580
102.61 579.55 103.51 579 104.17 578.93 104.3 578.93 104.63 578.96
105 579 107.02 579.53 108.7 580 113.38 580.85 114.2 581
115.02 581.1 117.42 581.38 122.82 582 125 582.81 125.65 583
126.32 583.2 128.57 584 129.99 584.52 131.25 585 133.44 585.73
134.24 586 135.86 586.63 136.8 587 137.13 587.14 139.31 588
140.96 588.63 141.79 589 142.86 589.44 144.32 590 146.54 590.87
146.78 591 147.38 591.21 148.04 591.47 149.38 591.91 149.69 592
150.2 592.15 153.16 593 155.56 593.66 156.75 594 157.87 594.29
160.53 595 162.3 595.42 164.48 596 165.96 596.37 168.22 597
170.39 597.72 171.38 598 171.89 598.16 174.41 599 177.06 599.9
177.51 600 177.58 600.01
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 100.46 .04 113.38 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
100.46 113.38 133.7 133.7 133.7 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
Page 9

RONE_CRK_MERGE.rep
E.G. Elev (ft)
582.47
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.40
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
582.07
Reach Len. (ft)
133.70
133.70
133.70
Crit W.S. (ft)
581.61
Flow Area (sq ft)
5.93
28.20
5.79
E.G. Slope (ft/ft)
0.007702
Area (sq ft)
5.93
28.20
5.79
Q Total (cfs)
159.00
Flow (cfs)
5.15
148.50
5.36
Top Width (ft)
33.41
Top Width (ft)
10.87
12.92
9.62
Vel Total (ft/s)
3.98
Avg. Vel. (ft/s)
0.87
5.27
0.92
Max Chl Dpth (ft)
3.14
Hydr. Depth (ft)
0.55
2.18
0.60
Conv. Total (cfs)
1811.8
Conv. (cfs)
58.7
1692.1
61.0
Length Wtd. (ft)
133.70
Wetted Per. (ft)
10.93
13.73
9.70
Min Ch E1 (ft)
578.93
Shear (lb/sq ft)
0.26
0.99
0.29
Alpha
1.64
Stream Power (lb/ft s)
0.23
5.20
0.27
Frctn Loss (ft)
1.29
Cum Volume (acre-ft)
0.14
0.91
0.33
C & E Loss (ft)
0.00
Cum SA (acres)
0.40
0.49
0.42
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER
INPUT
Description:
Station Elevation Data
Sta Elev Sta
RS: 2899.78
num= 103
Elev Sta Elev
Page 10
Sta Elev Sta Elev

RONE_CRK_MERGE.rep
0 602.01 .07 602 7.96 601.02 8.1 601 8.2 600.98
15.38 600 16.29 599.85 21.5 599 22.42 598.84 25.04 598.45
26.54 598.19 27.71 598 32.23 597.22 33.49 597 37.2 596.17
37.91 596 41.12 595.29 42.38 595 42.92 594.88 45.63 594.2
46.68 594 49.89 593.34 51.87 593 56.82 592.06 56.95 592
57.2 591.84 58.7 591 60.05 590.18 60.41 590 60.87 589.77
62.22 589 63.19 588.38 63.89 588 64.91 587.34 65.56 587
65.83 586.7 66.46 586 66.67 585.74 67.38 585 67.97 584.23
68.15 584 68.75 583.32 69.02 583 69.31 582.6 69.8 582
70.24 581.37 70.57 581 70.8 580.73 71.52 580 71.79 579.65
72.33 579 72.98 578.14 73.09 578 73.18 577.93 73.35 577.81
73.48 577.9 73.56 577.95 73.62 578 75.04 578.25 76.56 578.49
79.77 579 92.64 579.62 95.49 579.74 100.22 580 103.31 580.24
110.75 580.66 111.69 580.7 113.2 580.74 114.46 580.75 116.16 580.69
118.35 580.65 121.76 580.62 126.96 580.52 129.32 580.53 132.94 580.58
134.31 580.56 135.24 580.6 135.85 580.62 138.33 581 142.9 581.77
144.66 582 145.51 582.12 151.03 583 153.31 583.3 157.12 584
157.21 584.02 158.75 584.23 161.82 585 164.52 585.75 165.78 586
166.56 586.16 169.88 587 171.4 587.37 173.7 588 175.23 588.36
177.61 589 179.44 589.43 181.57 590 183.55 590.53 185.6 591
188.76 591.8 189.54 592 190.31 592.2
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 71.52 .04 79.77 .1
Bank Sta: Left Right Lengths: Left Channel Right
71.52 79.77 214.66 214.66 214.66
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
Right OB
Vel Head (ft)
0.100
W.S. Elev (ft)
214.66
Crit W.S. (ft)
32.13
E.G. Slope (ft/ft)
32.13
Q Total (cfs)
45.97
Top Width (ft)
54.42
Vel Total (ft/s)
1.43
581.18 Element
0.45 Wt. n-Val.
Coeff Contr. Expan.
.1 .3
Left OB Channel
580.73
Reach Len.
(ft)
214.66
214.66
580.54
Flow
Area
(sq ft)
0.26
17.84
0.012398
Area
(sq ft)
0.26
17.84
159.00
Flow
(cfs)
0.17
112.86
63.38
Top
Width
(ft)
0.72
8.25
3.17
Avg.
Vel.
(ft/s)
0.67
6.33
Page 11

RONE_CRK_MERGE.rep
Max Chl Dpth (ft)
2.92
Hydr.
Depth (ft)
0.36
2.16
0.59
Conv.
Total (cfs)
1428.0
Conv.
(cfs)
1.6
1013.6
412.8
Length
Wtd. (ft)
214.66
Wetted
Per. (ft)
1.02
9.43
54.47
Min Ch
E1 (ft)
577.81
Shear
(lb/sq ft)
0.20
1.46
0.46
Alpha
2.90
Stream
Power (lb/ft s)
0.13
9.27
0.65
Frctn
Loss (ft)
2.77
Cum Volume
(acre-ft)
0.13
0.84
0.27
C & E
Loss (ft)
0.02
Cum SA
(acres)
0.38
0.46
0.32
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 2685.12
INPUT
Description:
Station Elevation Data num= 55
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 587.25 1.45 587 5.4 586.31 7.23 586 8.73 585.8
14.41 585 21.74 584.01 21.84 584 21.92 583.99 29.18 583
33.65 582.4 36.71 582 42.91 581.17 44.16 581 45.36 580.8
49.38 580 53.88 579.12 54.55 579 60.54 578.11 61.16 578
62.07 577.88 69.83 577 72.18 576.35 73.29 576 74.48 575.53
76.09 575 76.45 574.95 76.97 574.9 77.09 574.9 78.06 575
79.49 575.65 79.62 575.71 80.28 576 81.76 576.66 82.52 577
85.56 577.49 90.03 578 95.05 578.58 100.29 579 100.56 579.05
104.55 580 108.54 581 108.57 581 108.7 581.03 112.16 581.83
112.81 582 116.74 582.96 116.89 583 117.98 583.32 120.58 584
123.25 584.87 123.69 585 124.34 585.19 127.21 586 127.6 586.11
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 69.83 .04 82.52 .1
Page 12

RONE_CRK_MERGE.rep
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
69.83 82.52 228.99 228.99 228.99 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
578.39
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.62
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
577.77
Reach Len. (ft)
228.99
228.99
228.99
Crit W.S. (ft)
577.59
Flow Area (sq ft)
2.64
24.25
1.96
E.G. Slope (ft/ft)
0.013464
Area (sq ft)
2.64
24.25
1.96
Q Total (cfs)
159.00
Flow (cfs)
2.41
154.91
1.68
Top Width (ft)
25.04
Top Width (ft)
6.82
12.69
5.53
Vel Total (ft/s)
5.51
Avg. Vel. (ft/s)
0.91
6.39
0.86
Max Chl Dpth (ft)
2.87
Hydr. Depth (ft)
0.39
1.91
0.35
Conv. Total (cfs)
1370.3
Conv. (cfs)
20.7
1335.0
14.5
Length Wtd. (ft)
228.99
Wetted Per. (ft)
6.87
13.45
5.58
Min Ch E1 (ft)
574.90
Shear (lb/sq ft)
0.32
1.52
0.30
Alpha
1.31
Stream Power (lb/ft s)
0.29
9.68
0.25
Frctn Loss (ft)
3.36
Cum Volume (acre-ft)
0.13
0.73
0.19
C & E Loss (ft)
0.01
Cum SA (acres)
0.36
0.40
0.17
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 2456.13
Page 13

RONE_CRK_MERGE.rep
INPUT
Description:
Station Elevation Data num= 82
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 588.51 1.65 588 4.06 587.27 4.98 587 6.96 586.41
8.27 586 9.19 585.75 11.2 585 12.89 584.42 13.88 584
15.04 583.56 16.77 583 19.18 582.15 19.64 582 20.22 581.75
21.86 581 22.33 580.78 23.93 580 25.55 579.24 26.1 579
26.55 578.79 27.39 578.74 30.16 578.58 32.17 578.53 34.38 578.47
36.89 578.31 37.57 578.28 40.28 578 43.85 577.65 45.83 577.45
48.8 577 50.42 576.8 59.52 576 64.77 575.65 74.12 575
77.3 574.85 89.04 574.89 99.58 574.99 102.47 575 105.64 575
107.02 575.01 112.2 575.01 114.01 575 114.42 574.58 115.33 574
116.1 573.49 116.24 573.34 116.58 573 117.63 572.28 118.06 572
118.63 571.64 119.48 571 120.05 570.98 120.32 570.98 120.8 570.99
121.12 571 122.7 571.82 123.07 572 124.44 572.74 124.9 573
126.57 573.87 126.84 574 127.33 574.21 128.83 575 131.9 575.63
133.51 576 137.89 576.97 138 577 138.04 577.01 141.75 578
143.03 578.46 145.28 579 146.87 579.63 148.39 580 151.48 580.61
153.58 581 155.17 581.28 159.96 582 165.67 582.86 165.91 582.87
166.29 582.89 166.74 582.95
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 114.01 .04 128.83 .1
Bank Sta: Left Right Lengths: Left Channel Right
114.01 128.83 209.77 209.77 209.77
CROSS SECTION OUTPUT Profile #PF 1
E.G.
Elev
(ft)
575.03
Element
Right
OB
Vel
Head (ft)
0.67
Wt. n-Val.
W.S.
Elev
(ft)
574.36
Reach Len.
(ft)
209.77
Crit
W.S.
(ft)
574.09
Flow Area
(sq ft)
E.G.
Slope
(ft/ft)
0.016081
Area (sq ft)
Q Total
(cfs)
159.00
Flow (cfs)
Top
Width
(ft)
12.86
Top Width
(ft)
Vel
Total
(ft/s)
6.56
Avg. Vel.
(ft/s)
Page 14
Coeff Contr. Expan.
.1 .3
Left OB Channel
0.040
209.77 209.77
24.25
24.25
159.00
12.86
6.56

RONE_CRK_MERGE.rep
Max Chl Dpth (ft)
3.38
Hydr.
Depth (ft)
1.89
Conv.
Total (cfs)
1253.8
Conv.
(cfs)
1253.8
Length
Wtd. (ft)
209.77
Wetted
Per. (ft)
14.77
Min Ch
E1 (ft)
570.98
Shear
(lb/sq ft)
1.65
Alpha
1.00
Stream
Power (lb/ft s)
10.81
Frctn
Loss (ft)
3.76
Cum Volume
(acre-ft)
0.12 0.60
0.18
C & E
Loss (ft)
0.01
Cum SA
(acres)
0.34 0.34
0.16
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 2246.36
INPUT
Description:
Station Elevation Data num= 87
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 586.73 1.52 586.36 3.26 586 6.38 585.35 8.02 585
12.22 584.14 12.88 584 15.53 583.47 17.76 583 19.58 582.65
23.04 582 25.13 581.62 28.19 581 32.07 580.23 33.19 580
34.95 579.63 37.49 579 38.42 578.6 40.26 578 42.1 577.45
43.31 577 44.21 576.56 45.69 576 46.92 575.36 47.46 575
48.05 574.62 49.19 574 51.16 573.1 51.31 573 51.69 572.79
52.92 572 54.42 571.19 54.78 571 56.59 570.03 56.64 570
56.67 569.99 59.58 569 60.05 568.89 63.3 568 63.99 567.97
64.87 567.93 64.88 567.93 65.2 567.94 66.31 568 67.38 568.71
67.73 569 68.16 569.3 69.07 570 70.17 570.81 70.41 571
73.34 571.02 79.77 571.05 84.19 571.03 85.57 571.03 86.87 571.02
89.53 571.08 89.85 571.08 91.01 571.12 94.12 571.21 94.88 571.23
95.85 571.27 101.84 571.4 105.28 571.6 106.98 571.66 108.94 571.7
110.2 571.77 112.59 571.94 112.77 571.94 112.86 571.95 113.35 572
117.94 572.82 119.08 573 121.3 573.5 123.71 574 126.79 574.76
127.93 575 128.61 575.16 130.69 575.71 131.63 575.95 131.79 576
Page 15

RONE_CRK_MERGE.rep
132.05 576.08 135.25 577 137.34 577.62 138.63 578 140.66 578.59
142.02 579 143.88 579.46
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 54.78 .04 70.41 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
54.78 70.41 327.71 327.71 327.71 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
571.27
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.74
Wt. n-Val.
0.040
W.S. Elev (ft)
570.53
Reach Len. (ft)
327.71
327.71
327.71
Crit W.S. (ft)
570.46
Flow Area (sq ft)
23.08
E.G. Slope (ft/ft)
0.020061
Area (sq ft)
23.08
Q Total (cfs)
159.00
Flow (cfs)
159.00
Top Width (ft)
14.14
Top Width (ft)
14.14
Vel Total (ft/s)
6.89
Avg. Vel. (ft/s)
6.89
Max Chl Dpth (ft)
2.60
Hydr. Depth (ft)
1.63
Conv. Total (cfs)
1122.6
Conv. (cfs)
1122.6
Length Wtd. (ft)
327.71
Wetted Per. (ft)
15.41
Min Ch E1 (ft)
567.93
Shear (lb/sq ft)
1.88
Alpha
1.00
Stream Power (lb/ft s)
12.93
Frctn Loss (ft)
4.91
Cum Volume (acre-ft)
0.12
0.49
0.18
C & E Loss (ft)
0.06
Cum SA (acres)
0.34
0.27
0.16
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
Page 16

RONE_CRK_MERGE.rep
the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 1918.65
INPUT
Description:
Station Elevation Data num= 73
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 575.48 2.18 575 5.33 574.35 6.63 574.09 7.06 574
8.62 573.68 12.31 573 14.71 572.52 17.43 572 20.05 571.47
22.44 571 27.5 570.15 28.23 570.04 28.48 570 41.55 569.05
42.22 569 45.08 568.77 54.99 568 60.12 567.65 69.38 567
80.82 566.49 93.03 566 99.15 565.74 113.93 565.49 122.42 565.43
128.62 565.44 136.94 565.3 144.84 565.05 148.73 565.01 150.29 565
151.39 564.25 151.71 564 151.92 563.85 153.1 563 153.36 562.81
154.46 562 154.53 561.99 154.82 561.99 155.01 562 156.39 562.8
156.67 563 156.88 563.13 158.35 564 159.6 564.69 160.17 565
160.5 565.17 162.2 566 163.29 566.61 163.97 567 164.9 567.6
165.64 568 166.06 568.22 167.62 569 168.94 569.9 169.14 570
169.48 570.12 171.81 571 173.36 571.52 174.81 572 177.35 572.63
178.47 573 180.64 573.72 181.65 574 183.65 574.75 184.44 575
185.38 575.25 187.56 575.73 188.62 576 190.25 576.39 193.62 577
195.91 577.62 197.51 578 199.47 578.52
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 150.29 .04 160.5 .1
Bank Sta: Left Right Lengths: Left Channel Right
150.29 160.5 220.6 220.6 220.6
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
Right OB
Vel Head (ft)
0.100
W.S. Elev (ft)
220.60
Crit W.S. (ft)
0.36
E.G. Slope (ft/ft)
0.36
566.30 Element
0.54 Wt. n-Val.
565.76 Reach Len. (ft)
565.76 Flow Area (sq ft)
0.011624 Area (sq ft)
Page 17
Coeff Contr. Expan.
.1 .3
Left OB Channel
I►�►I4 4��►I4�,
18.64 23.17
18.64 23.17

RONE_CRK_MERGE.rep
Q Total (cfs)
159.00
Flow (cfs)
15.13
143.63
0.24
Top Width (ft)
63.05
Top Width (ft)
51.63
10.21
1.21
Vel Total (ft/s)
3.77
Avg. Vel. (ft/s)
0.81
6.20
0.66
Max Chl Dpth (ft)
3.77
Hydr. Depth (ft)
0.36
2.27
0.30
Conv. Total (cfs)
1474.8
Conv. (cfs)
140.4
1332.2
2.2
Length Wtd. (ft)
220.60
Wetted Per. (ft)
51.64
12.03
1.35
Min Ch E1 (ft)
561.99
Shear (lb/sq ft)
0.26
1.40
0.19
Alpha
2.45
Stream Power (lb/ft s)
0.21
8.66
0.13
Frctn Loss (ft)
1.68
Cum Volume (acre-ft)
0.05
0.32
0.18
C & E Loss (ft)
0.11
Cum SA (acres)
0.15
0.18
0.15
Warning: The energy equation could not be balanced within the specified number of
iterations. The program used critical
depth for the water surface and continued on with the calculations.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set
equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is
not a valid subcritical answer. The
program defaulted to critical depth.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER
INPUT
Description:
Station Elevation Data
Sta Elev Sta
RS: 1698.05
num= 125
Elev Sta Elev
Page 18
Sta Elev Sta Elev

RONE_CRK_MERGE.rep
0 576.2 .95 576 3.13 575.54 5.98 575 7.96 574.6
11.49 574 15.07 573.21 15.99 573 17.06 572.77 19.13 572.27
19.83 572.08 20.14 572 23.84 571.16 24.54 571 27.12 570.44
29.2 570 29.98 569.86 34.41 569 38.48 568.27 39.99 568
42.81 567.46 45.47 567 49.9 566.32 51.9 566 55.53 565.49
58.97 565 63.47 564.38 66.2 564 69.93 563.46 73.34 563
74.62 562.99 90.69 562.34 94.88 562.17 98.03 562 99.41 562
101.7 561.99 104.46 561.98 111.22 561.98 132.09 561.2 132.69 561.18
135.69 561 136.07 560.84 137.94 560 139.85 559.18 140.27 559
140.62 558.85 142.55 558 143.37 557.98 143.53 557.98 144.27 558
144.47 558 145.62 558.46 147.01 559 149.69 559.99 149.73 560
149.86 560.02 154.13 561 158.46 561.5 163.33 561.97 163.68 562
167.21 562.18 170.46 562.23 173.34 562.21 175.87 562.24 178.29 562.25
182.82 562.06 182.91 562.06 183.51 562 190.29 561.2 190.81 561.12
191.42 561 192.02 560.77 194.02 560 195.08 559.55 196.43 559
197.45 558.6 199.01 558 199.21 557.99 199.51 557.99 199.74 558
200.47 558.26 202.06 559 203.69 559.62 204.5 560 211.36 560.84
212.27 561 213.32 561.06 213.85 561.09 216.18 561.24 227.58 562
227.77 562.01 239.52 562.77 242.16 562.94 243.05 563 246.03 563.42
249.82 563.96 250.07 564 252.5 564.47 255.16 564.96 255.35 565
255.63 565.07 259.55 566 261.84 566.56 263.7 567 267.23 567.95
267.39 567.99 267.42 568 267.44 568.01 270.8 569 272.31 569.62
273.44 570 274.23 570.25 276.75 571 279.54 571.98 279.59 572
279.74 572.06 282.34 573 283.04 573.25 285.1 574 286.01 574.32
287.89 575 289.17 575.48 290.66 576 292.38 576.61 292.61 576.7
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 135.69 .04 154.13 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
135.69 154.13 282.47 282.47 282.47 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
561.35
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.17
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
561.17
Reach Len. (ft)
282.47
282.47
282.47
Crit W.S. (ft)
560.26
Flow Area (sq ft)
0.25
31.90
31.27
E.G. Slope (ft/ft)
0.005372
Area (sq ft)
0.25
31.90
31.27
Q Total (cfs)
159.00
Flow (cfs)
0.05
120.40
38.54
Page 19

RONE_CRK_MERGE.rep
Top Width (ft)
47.47
Top Width (ft)
2.88
18.44
26.16
Vel Total (ft/s)
2.51
Avg. Vel. (ft/s)
0.21
3.77
1.23
Max Chl Dpth (ft)
3.19
Hydr. Depth (ft)
0.09
1.73
1.20
Conv. Total (cfs)
2169.3
Conv. (cfs)
0.7
1642.7
525.9
Length Wtd. (ft)
282.47
Wetted Per. (ft)
2.88
19.55
27.23
Min Ch E1 (ft)
557.98
Shear (lb/sq ft)
0.03
0.55
0.39
Alpha
1.77
Stream Power (lb/ft s)
0.01
2.07
0.47
Frctn Loss (ft)
2.75
Cum Volume (acre-ft)
0.00
0.18
0.10
C & E Loss (ft)
0.06
Cum SA (acres)
0.01
0.11
0.08
Warning: Divided flow computed for this cross-section.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may
indicate the need for additional cross
sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: RONECREEK-UPPER RS: 1415.58
INPUT
Description:
Station Elevation Data num= 97
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 569.18 1.11 569 7.46 568.05 7.77 568 7.93 567.97
13.65 567 17.79 566.22 18.94 566 22.49 565.34 24.26 565
30.22 564.04 30.48 564 30.73 563.96 36.59 563 41.04 562.35
43.47 562 49.7 561.4 54.23 561 58.35 560.72 69.24 560
85.9 559.4 89.19 559.3 99.26 559 101.53 558.98 109.69 558.93
112.72 558.89 126.53 558.84 128.02 558.84 135.96 558.9 143.21 558.99
Page 20

RONE_CRK_MERGE.rep
144.09 559 148.82 559 155.79 558.89 160.93 558.87 162.85 558.87
168.19 558.94 169.51 558.96 170.16 558.97 171.84 558.97 171.99 558.96
172.83 558.95 173.52 558.94 173.7 558.94 177.59 558.85 181.79 558.73
203.04 558.02 205.33 558 206.72 557.24 207.17 557 208.55 556.22
208.96 556 210.76 555 210.98 554.99 211.37 554.98 211.47 554.99
211.54 554.99 211.81 555 215.66 556 215.68 556 215.69 556.01
218.17 557 221.08 557.91 221.27 558 221.67 558.09 225.72 559
226.27 559.19 228.66 560 230.09 560.93 230.2 561 230.34 561.09
230.72 561.3 232.04 562 232.56 562.33 233.69 563 234.28 563.34
235.57 564 236.68 564.58 237.46 565 238.45 565.57 239.49 566
240.29 566.35 241.51 567 242.99 567.57 243.95 568 245.78 568.84
246.19 569 246.39 569.08 248.73 570 249.53 570.27 251.26 571
252.6 571.65 253.59 572 255.23 572.71 255.93 573 258.08 573.8
258.52 574 260.61 574.68
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 205.33 .04 221.67 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
205.33 221.67 0 0 0 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
558.53
Element
Left OB Channel
Right OB
Vel Head (ft)
0.78
Wt. n-Val.
0.040
W.S. Elev (ft)
557.76
Reach Len. (ft)
Crit W.S. (ft)
557.76
Flow Area (sq ft)
22.51
E.G. Slope (ft/ft)
0.022862
Area (sq ft)
22.51
Q Total (cfs)
159.00
Flow (cfs)
159.00
Top Width (ft)
14.81
Top Width (ft)
14.81
Vel Total (ft/s)
7.06
Avg. Vel. (ft/s)
7.06
Max Chl Dpth (ft)
2.78
Hydr. Depth (ft)
1.52
Conv. Total (cfs)
1051.6
Conv. (cfs)
1051.6
Length Wtd. (ft)
Wetted Per. (ft)
15.96
Min Ch E1 (ft)
554.98
Shear (lb/sq ft)
2.01
Page 21

RONE_CRK_MERGE.rep
Alpha 1.00 Stream Power (lb/ft s) 14.22
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
CROSS SECTION
RIVER: RONE CREEK
REACH: HECRAS RS: 861.01
INPUT
Description:
Station Elevation Data num= 106
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 562.2 1.22 562 3.82 561.56 7.65 561 8.51 560.93
10.12 560.81 19.14 560.14 21.03 560 30.85 559.37 35.49 559
48.31 558.22 50.98 558 51.86 557.9 53.23 557.87 56.43 557.76
59.48 557.62 65.54 557.36 68.25 557.25 70.3 557.18 71.26 557.15
71.77 557.13 76.59 557.02 78.97 557 80.08 556.99 80.41 556.99
81.36 556.96 81.93 556.95 87.06 556.81 91.03 556.74 99.33 556.75
99.74 556.75 105.32 556.7 107.02 556.7 109.62 556.72 111.55 556.77
120.16 556.86 128.99 556.99 130.33 557 132.52 557.02 133.46 557.04
141.57 557.21 142.46 557.22 151.59 557.37 152.96 557.38 156.87 557.42
158.28 557.42 163.31 557.45 167.64 557.42 172.95 557.33 174.63 557.33
177.02 557.32 178.44 557.31 182.19 557.38 186.64 557.4 190.82 557.41
191.65 557.4 193.54 557.41 221.72 557.02 231.22 557.02 247.18 557.01
262.33 557 264.88 557 267.98 556.92 269 556.89 269.96 556.92
272.6 557 282.6 557 286.33 557 286.46 556.9 286.76 556.6
287.49 556 288.36 555.45 289.04 555 290.14 554.09 290.23 554
290.35 553.82 290.58 553.65 291.9 553 293.3 552.93 293.9 552.91
294.13 552.92 295.17 552.96 296 553 298.09 553.57 299.27 554
300.94 554.56 301.26 554.65 302.05 554.88 302.33 555 308.01 555.86
308.61 556 315.07 556.74 315.38 556.79 315.85 557 316.29 557.19
318.12 558 319.69 558.62 320.51 559 322.6 559.88 322.82 560
324.96 560.93 325.07 561 326.47 561.94 326.57 562 327.18 562.49
327.46 562.7
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 282.6 .04 301.26 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
Page 22

RONE_CRK_MERGE.rep
282.6 301.26 139.95 141.38 143.01
CROSS SECTION OUTPUT Profile #PF 1
.1 .3
E.G. Elev (ft)
558.29
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.50
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
557.78
Reach Len. (ft)
139.95
141.38
143.01
Crit W.S. (ft)
557.78
Flow Area (sq ft)
153.24
59.94
28.23
E.G. Slope (ft/ft)
0.008173
Area (sq ft)
153.24
59.94
28.23
Q Total (cfs)
627.00
Flow (cfs)
158.46
414.86
53.68
Top Width (ft)
261.89
Top Width (ft)
226.86
18.66
16.37
Vel Total (ft/s)
2.60
Avg. Vel. (ft/s)
1.03
6.92
1.90
Max Chl Dpth (ft)
4.87
Hydr. Depth (ft)
0.68
3.21
1.72
Conv. Total (cfs)
6935.4
Conv. (cfs)
1752.7
4588.9
593.7
Length Wtd. (ft)
141.08
Wetted Per. (ft)
226.89
20.26
16.77
Min Ch E1 (ft)
552.91
Shear (lb/sq ft)
0.34
1.51
0.86
Alpha
4.79
Stream Power (lb/ft s)
0.36
10.45
1.63
Frctn Loss (ft)
0.64
Cum Volume (acre-ft)
2.19
1.48
1.38
C & E Loss (ft)
0.08
Cum SA (acres)
1.72
0.37
0.90
Warning: The energy equation could not be balanced within the specified number of
iterations. The program used critical
depth for the water surface and continued on with the calculations.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set
Page 23

RONE_CRK_MERGE.rep
equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is
not a valid subcritical answer. The
program defaulted to critical depth.
CROSS SECTION
RIVER: RONE CREEK
REACH: HECRAS RS: 719.63
INPUT
Description:
Station Elevation Data num= 118
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 562.38 1.1 562.17 2.03 562 2.36 561.93 5.87 561
7.49 560.68 10.64 560 11.4 559.83 16.6 559 17.49 558.86
24.25 558 26.83 557.6 30.52 557 35.44 556.27 36.89 556
42.3 555.29 44.25 555.03 44.56 555 47.87 554.99 48.48 554.99
50.76 555 51.1 555 51.86 555.02 52.73 555.02 53.88 555.04
55.11 555.02 56.02 555 57.75 555 59.27 554.99 61.35 554.98
66.59 554.99 79.52 554.99 84.56 555 85.63 555 87.35 555.02
87.99 555.02 93.36 555.15 95.12 555.17 97.03 555.19 97.39 555.2
98.75 555.24 101.21 555.23 102.96 555.24 103.15 555.24 103.16 555.25
103.25 555.25 105.5 555.32 111.13 555.37 114.2 556.81 114.46 556.93
147.07 556.93 147.56 556.84 147.6 556.84 149.99 556.43 152.09 556.08
152.22 556.05 152.77 555.96 153.2 555.89 153.49 555.84 162.53 555.82
164.1 555.82 168.59 555.81 170.65 555.82 174.04 555.82 177.57 555.83
179.77 555.84 181.07 555.84 181.11 555.85 182.06 555.85 192.6 555.9
193.28 555.9 194.48 555.91 195.59 555.91 196.67 555.9 197.99 555.89
207.41 555.94 215.79 555.98 215.82 555.98 217.32 555.99 217.65 556
222.11 556 222.54 555.99 231.26 555.99 231.83 555.98 235.59 555.98
238.58 555.63 241.15 555.35 241.22 555.34 241.5 555.33 244.12 555
247.29 551.84 248.71 550.27 249.19 549.72 251.14 549.99 251.47 550.14
251.63 550.2 252.73 550.81 259.57 554.63 259.79 554.65 264.4 555
264.5 555 265.34 555.07 277.78 556 278.02 556 283.78 556.09
283.89 556.09 285.32 556.15 302.15 556.8 308.45 557 309.94 557.86
310.19 558 310.32 558.08 312.1 559 313.53 559.88 313.75 560
314.16 560.23 315.42 561 316.05 561.35
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 241.15 .04 259.79 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
241.15 259.79 109.06 113.99 110.62 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
Page 24

RONE_CRK_MERGE.rep
E.G. Elev (ft)
557.17
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.22
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
556.95
Reach Len. (ft)
109.06
113.99
110.62
Crit W.S. (ft)
556.14
Flow Area (sq ft)
238.62
81.83
44.18
E.G. Slope (ft/ft)
0.002849
Area (sq ft)
238.62
81.83
44.18
Q Total (cfs)
627.00
Flow (cfs)
205.48
387.94
33.58
Top Width (ft)
275.94
Top Width (ft)
210.28
18.64
47.02
Vel Total (ft/s)
1.72
Avg. Vel. (ft/s)
0.86
4.74
0.76
Max Chl Dpth (ft)
7.23
Hydr. Depth (ft)
1.13
4.39
0.94
Conv. Total (cfs)
11747.2
Conv. (cfs)
3849.9
7268.3
629.1
Length Wtd. (ft)
112.26
Wetted Per. (ft)
210.91
22.13
47.09
Min Ch E1 (ft)
549.72
Shear (lb/sq ft)
0.20
0.66
0.17
Alpha
4.80
Stream Power (lb/ft s)
0.17
3.12
0.13
Frctn Loss (ft)
0.12
Cum Volume (acre-ft)
1.56
1.25
1.26
C & E Loss (ft)
0.05
Cum SA (acres)
1.02
0.31
0.79
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
Note: Hydraulic jump has occurred between this cross section and the previous
upstream section.
CROSS SECTION
RIVER: RONE CREEK
REACH: HECRAS RS: 605.64
INPUT
Page 25

RONE_CRK_MERGE.rep
Description: SL-15
Station Elevation Data num= 93
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 559.65 .91 559.1 1.07 559 2.83 558.03 2.87 558
3 557.95 4.73 557 6.34 556.39 7.28 556 8.14 555.66
13.16 554.26 14.48 554.24 16.24 554.35 19.15 554.12 19.88 554.09
22.23 554.1 28.38 554.23 33.35 554.33 40.23 554.55 55.38 555
60.59 555 74.17 555.02 90.74 555.02 96.17 555.03 100.15 555.03
104.61 555.04 105.01 555.04 111.48 555.02 114.58 555.02 115.31 555.03
124.84 555.03 126.1 555.66 128.63 556.91 140.94 556.99 149.02 557.01
150.41 556.01 150.67 556 150.87 555.99 151.38 555.97 151.96 555.94
152.48 555.92 154.29 555.83 155.2 555.78 157.93 555.29 158.52 555.28
160.6 554.97 160.79 554.97 161.15 554.96 161.29 554.96 169.89 554.98
171.07 554.98 171.3 554.97 172.56 554.97 172.63 554.98 182.11 554.98
199.42 554.91 204.99 554.99 206.15 554.99 206.7 555 218.92 555
229.85 553.49 230.22 553.45 231.63 553.31 234.54 551.11 235.44 550.47
236.25 550.25 238.19 549.88 239.04 549.71 241.38 549.75 244.38 549.8
244.61 549.81 245.45 549.82 246.39 549.83 252.54 553.61 252.89 553.85
253.86 553.8 254.82 554.58 254.96 554.64 256.17 555.09 259.41 556
259.74 556.01 262.13 556.17 271.21 556.97 274.17 557.34 282.01 558
284.28 558.23 292.44 559 294.65 559.21 302.94 560 303.62 560.07
305.7 560.38 309.1 560.86 310.55 561.07
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 218.92 .04 256.17 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
218.92 256.17 73.1 70.37 74.67 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
557.00
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.06
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
556.94
Reach Len.
(ft)
18.00
18.00
18.00
Crit W.S. (ft)
554.00
Flow Area
(sq ft)
382.56
174.08
10.17
E.G. Slope (ft/ft)
0.000574
Area (sq ft)
382.56
174.08
10.17
Q Total (cfs)
627.00
Flow (cfs)
210.69
413.49
2.82
Top Width (ft)
249.54
Top Width
(ft)
197.62
37.25
14.66
Vel Total (ft/s)
1.11
Avg. Vel.
(ft/s)
0.55
2.38
Page 26

RONE_CRK_MERGE.rep
0.28
Max Chl
Dpth (ft)
7.23
Hydr. Depth (ft)
1.94
4.67
0.69
Conv.
Total (cfs)
26180.4
Conv. (cfs)
8797.4
17265.4
117.6
Length
Wtd. (ft)
18.00
Wetted Per. (ft)
198.90
39.90
14.83
Min Ch
E1 (ft)
549.71
Shear (lb/sq ft)
0.07
0.16
0.02
Alpha
3.12
Stream Power (lb/ft s)
0.04
0.37
0.01
Frctn
Loss (ft)
0.02
Cum Volume (acre-ft)
0.78
0.91
1.20
C & E
Loss (ft)
0.00
Cum SA (acres)
0.51
0.23
0.71
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
BRIDGE
RIVER: RONE CREEK
REACH: HECRAS
RS: 577
INPUT
Description:
Distance
from Upstream
XS =
18
Deck/Roadway Width
=
18
Weir Coefficient
= 2.6
Upstream
Deck/Roadway
Coordinates
num=
91
Sta
Hi Cord Lo Cord Sta
Hi Cord Lo Cord
135
557.22
137.7
557.25
144.86
557.34
150.8
557.41
153.72
557.42
160.78
557.45
165.27
557.46
167.69
557.47
169.4
557.48
171.05
557.49
172.16
557.51
173.09
557.52
177.91
557.58
181.77
557.62
191.96
557.74
194.24
557.77
204.21
557.81
208.61
557.82
209.79
557.83
210.97
557.83
212.77
557.84
213.39
557.85
Page 27
Sta Hi Cord Lo Cord
142.62 557.31
152.31 557.42
163.13 557.45
168.14 557.47
171.71 557.5
174.38 557.53
190.85 557.73
202.15 557.8
208.62 557.82
211.49 557.84
214.61 557.86

RONE_CRK_MERGE.rep
215.79 557.87 215.86 557.88 215.91 557.88
217.04 557.89 218.43 557.9 218.44 557.9
219.92 557.92 221.36 557.94 223.63 557.98
225.47 558.02 225.96 558.02 226.21 558.03
226.38 558.03 226.79 558.04 229.65 558.11
231.41 558.15 232.57 558.18 233.2 558.2 556
239.71 558.42 556 241.2 558.45 556 241.71 558.46 556
241.81 558.46 556 242.26 558.48 556 242.31 558.48 556
243.76 558.52 556 249.2 558.7 556 250.73 558.74
250.99 558.76 251.38 558.77 251.39 558.77
251.58 558.78 251.85 558.79 252.87 558.83
253.67 558.88 254.94 558.94 256.05 559.02
256.31 559.03 256.53 559.05 257.45 559.09
258.53 559.15 258.54 559.15 259.77 559.22
260.97 559.28 266.95 559.64 271.01 559.88
274.54 560.12 276.03 560.22 279.94 560.5
281.04 560.58 290.35 561.32 291.08 561.38
295.5 561.78 301.12 562.27 301.56 562.31
306.26 562.75 310.14 563.12 311.15 563.22
312.9 563.39
Upstream Bridge Cross Section Data
Station Elevation Data num= 93
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 559.65 .91 559.1 1.07 559 2.83 558.03 2.87 558
3 557.95 4.73 557 6.34 556.39 7.28 556 8.14 555.66
13.16 554.26 14.48 554.24 16.24 554.35 19.15 554.12 19.88 554.09
22.23 554.1 28.38 554.23 33.35 554.33 40.23 554.55 55.38 555
60.59 555 74.17 555.02 90.74 555.02 96.17 555.03 100.15 555.03
104.61 555.04 105.01 555.04 111.48 555.02 114.58 555.02 115.31 555.03
124.84 555.03 126.1 555.66 128.63 556.91 140.94 556.99 149.02 557.01
150.41 556.01 150.67 556 150.87 555.99 151.38 555.97 151.96 555.94
152.48 555.92 154.29 555.83 155.2 555.78 157.93 555.29 158.52 555.28
160.6 554.97 160.79 554.97 161.15 554.96 161.29 554.96 169.89 554.98
171.07 554.98 171.3 554.97 172.56 554.97 172.63 554.98 182.11 554.98
199.42 554.91 204.99 554.99 206.15 554.99 206.7 555 218.92 555
229.85 553.49 230.22 553.45 231.63 553.31 234.54 551.11 235.44 550.47
236.25 550.25 238.19 549.88 239.04 549.71 241.38 549.75 244.38 549.8
244.61 549.81 245.45 549.82 246.39 549.83 252.54 553.61 252.89 553.85
253.86 553.8 254.82 554.58 254.96 554.64 256.17 555.09 259.41 556
259.74 556.01 262.13 556.17 271.21 556.97 274.17 557.34 282.01 558
284.28 558.23 292.44 559 294.65 559.21 302.94 560 303.62 560.07
305.7 560.38 309.1 560.86 310.55 561.07
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 218.92 .04 256.17 .1
Page 28

RONE_CRK_MERGE.rep
Bank Sta:
Left
Right
Coeff Contr.
Expan.
218.92 256.17
.1
.3
Downstream Deck/Roadway
Coordinates
num=
90
Sta
Hi Cord
Lo Cord
Sta
Hi Cord
Lo Cord
Sta
Hi Cord
Lo Cord
0
557.25
73
557.22
75.7
557.25
80.62
557.31
82.86
557.34
88.8
557.41
90.31
557.42
91.72
557.42
98.78
557.45
101.13
557.45
103.27
557.46
105.69
557.47
106.14
557.47
107.4
557.48
109.05
557.49
109.71
557.5
110.16
557.51
111.09
557.52
112.38
557.53
115.91
557.58
119.77
557.62
128.85
557.73
129.96
557.74
556
132.24
557.77
556
140.15
557.8
556
142.21
557.81
556
146.61
557.82
556
146.62
557.82
556
147.79
557.83
148.97
557.83
149.49
557.84
150.77
557.84
151.39
557.85
152.61
557.86
153.79
557.87
153.86
557.88
153.91
557.88
155.04
557.89
156.43
557.9
156.44
557.9
157.92
557.92
159.36
557.94
161.63
557.98
163.47
558.02
163.96
558.02
164.21
558.03
164.38
558.03
164.79
558.04
167.65
558.11
169.41
558.15
170.57
558.18
177.71
558.42
179.2
558.45
179.71
558.46
179.81
558.46
180.26
558.48
180.31
558.48
181.76
558.52
188.73
558.74
188.99
558.76
189.38
558.77
189.39
558.77
189.58
558.78
189.85
558.79
190.87
558.83
191.67
558.88
192.94
558.94
194.05
559.02
194.31
559.03
194.53
559.05
195.45
559.09
196.53
559.15
196.54
559.15
197.77
559.22
198.97
559.28
204.95
559.64
209.01
559.88
212.54
560.12
214.03
560.22
217.94
560.5
219.04
560.58
228.35
561.32
229.08
561.38
233.5
561.78
239.12
562.27
239.56
562.31
244.26
562.75
248.14
563.12
249.15
563.22
250.9
563.39
Downstream Bridge
Cross
Section Data
Station Elevation
Data
num=
82
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta Elev
0
561.3
.43
561.28
1.69
561.15
3.33
561
9.55 560.47
12.23
560
14.36
559.63
18.51
559
18.52
559
22.63 558.27
24.28
558
27.33
557.48
30.99
557
32.67
556.74
37.29 556.11
37.75
556.03
37.96
556
42.89
555.17
43.93
555
50.5 554.72
54.54
554.44
60.29
554
63.1
553.99
63.58
553.99
73.99 553.97
82.66
553.67
85.78
553.61
88.93
553.53
103.94
553
105.38 552.98
106.94
553
107.97
553.19
112.5
554
113.08
554.01
114.16 554.01
118.87
554.02
123.08
554.03
125.38
554.02
130.5
554
131.5 553.81
Page 29

131.88 553.71 133.71 553.2
138 549.99 140.19 549.8
147.4 553.84 147.84 554
165.01 554.13 174.57 554
181.5 554.06 192.34 554.27
204.14 554.44 208.59 554.36
218.44 554.69 222.28 554.91
224.53 555 235.34 555.64
243.42 556.55 245.12 556.82
Manning's n Values
Sta n Val Sta
0 .1 133.83
Bank Sta: Left Right
133.83 146.83
RONE_CRK_MERGE.rep
133.83 552.98 135.01 550.93 135.65 550.17
142.41 549.61 143.64 549.7 146.83 553.2
153.02 554.05 154.17 554.07 161.47 554.16
175.85 553.99 178.68 554 180.04 554.05
194.33 554.31 198.59 554.39 199.27 554.41
210.36 554.34 214.88 554.59 216.75 554.61
222.52 554.92 222.71 554.93 223.33 554.95
239.04 555.87 239.61 555.93 240.21 556
num= 3
n Val Sta n Val
.04 146.83 .1
Coeff Contr. Expan.
.1 .3
Upstream Embankment side slope =
Downstream Embankment side slope =
Maximum allowable submergence for weir flow =
Elevation at which weir flow begins =
Energy head used in spillway design =
Spillway height used in design =
0 horiz. to 1.0 vertical
0 horiz. to 1.0 vertical
.98
Weir crest shape = Broad Crested
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data
Energy
Selected Low Flow Methods = Highest Energy Answer
High Flow Method
Energy Only
Additional Bridge Parameters
Add Friction component to Momentum
Do not add Weight component to Momentum
Class B flow critical depth computations use critical depth
inside the bridge at the upstream end
Criteria to check for pressure flow = Upstream energy grade line
CROSS SECTION
RIVER: RONE CREEK
REACH: HECRAS RS: 535.27
INPUT
Page 30

RONE_CRK_MERGE.rep
Description: SL-16
Station Elevation Data num= 82
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 561.3 .43 561.28 1.69 561.15 3.33 561 9.55 560.47
12.23 560 14.36 559.63 18.51 559 18.52 559 22.63 558.27
24.28 558 27.33 557.48 30.99 557 32.67 556.74 37.29 556.11
37.75 556.03 37.96 556 42.89 555.17 43.93 555 50.5 554.72
54.54 554.44 60.29 554 63.1 553.99 63.58 553.99 73.99 553.97
82.66 553.67 85.78 553.61 88.93 553.53 103.94 553 105.38 552.98
106.94 553 107.97 553.19 112.5 554 113.08 554.01 114.16 554.01
118.87 554.02 123.08 554.03 125.38 554.02 130.5 554 131.5 553.81
131.88 553.71 133.71 553.2 133.83 552.98 135.01 550.93 135.65 550.17
138 549.99 140.19 549.8 142.41 549.61 143.64 549.7 146.83 553.2
147.4 553.84 147.84 554 153.02 554.05 154.17 554.07 161.47 554.16
165.01 554.13 174.57 554 175.85 553.99 178.68 554 180.04 554.05
181.5 554.06 192.34 554.27 194.33 554.31 198.59 554.39 199.27 554.41
204.14 554.44 208.59 554.36 210.36 554.34 214.88 554.59 216.75 554.61
218.44 554.69 222.28 554.91 222.52 554.92 222.71 554.93 223.33 554.95
224.53 555 235.34 555.64 239.04 555.87 239.61 555.93 240.21 556
243.42 556.55 245.12 556.82
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 133.83 .04 146.83 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
133.83 146.83 89.53 85.51 79.36 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
555.79
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.27
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
555.52
Reach Len. (ft)
89.53
85.51
79.36
Crit W.S. (ft)
Flow Area (sq ft)
150.26
65.59
100.26
E.G. Slope (ft/ft)
0.003298
Area (sq ft)
150.26
65.59
100.26
Q Total (cfs)
627.00
Flow (cfs)
176.03
356.80
94.17
Top Width (ft)
192.49
Top Width (ft)
93.02
13.00
86.48
Vel Total (ft/s)
1.98
Avg. Vel. (ft/s)
1.17
5.44
0.94
Max Chl Dpth (ft)
5.91
Hydr. Depth (ft)
1.62
5.05
Page 31

1.16
Conv. Total (cfs)
1639.7
Length Wtd. (ft)
86.83
Min Ch E1 (ft)
0.24
Alpha
0.22
Frctn Loss (ft)
1.15
C & E LOSS (ft)
0.68
RONE_CRK_MERGE.rep
10917.2
Conv. (cfs)
3065.0
6212.6
84.87
Wetted Per. (ft)
93.43
16.11
549.61
Shear (lb/sq ft)
0.33
0.84
4.41
Stream Power (lb/ft s)
0.39
4.56
0.53
Cum Volume (acre-ft)
0.54
0.78
0.05
Cum SA (acres)
0.38
0.21
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may
indicate the need for additional cross
sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: HECRAS RS: 449.76
INPUT
Description: SL-17
Station Elevation Data num= 64
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 560.47 1.72 560.22 3.31 560 5.06 559.7 9.8 559
16.28 558.14 17.33 558 18.76 557.85 25.96 557 28.88 556.49
32.01 556 35.01 555.48 37.4 555 41.08 554.1 41.23 554.06
41.46 554.01 41.56 554 41.65 553.98 46.42 553 48 552.42
49.02 552 50 551.64 51.73 551.01 51.75 551 51.78 550.99
53.34 550 53.79 549.92 54.4 549.83 54.58 549.8 54.59 549.8
54.68 549.81 56.01 550 56.6 550.36 57.83 551 58.4 551.36
59.68 552 62.08 552.42 64.5 552.52 72.3 553 72.72 553.01
73.76 553.01 76.64 553.03 80.01 553.02 86.09 553.06 92.19 553.03
93.49 553.01 94.82 553.01 97.76 553 98.42 553 100.67 552.99
103.73 552.99 105.4 553 111.74 553.42 118.42 554 118.6 554.02
124.34 554.51 128.55 555 133.71 555.91 134.13 556 134.68 556.14
138.16 557 140.44 557.58 142.26 558 143.64 558.36
Manning's n Values num= 3
Page 32

RONE_CRK_MERGE.rep
Sta n Val Sta
n Val
Sta n Val
0 .1 41.08
.04
64.5 .1
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
41.08 64.5
100.7
104.27 110.24
.1
.3
CROSS SECTION OUTPUT Profile
#PF 1
E.G. Elev (ft)
555.21
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.81
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
554.40
Reach Len. (ft)
100.70
104.27
110.24
Crit W.S. (ft)
554.36
Flow Area (sq ft)
0.18
57.86
71.45
E.G. Slope (ft/ft)
0.015744
Area (sq ft)
0.18
57.86
71.45
Q Total (cfs)
627.00
Flow (cfs)
0.09
474.88
152.03
Top Width (ft)
83.18
Top Width (ft)
1.22
23.42
58.54
Vel Total (ft/s)
4.84
Avg. Vel. (ft/s)
0.51
8.21
2.13
Max Chl Dpth (ft)
4.60
Hydr. Depth (ft)
0.15
2.47
1.22
Conv. Total (cfs)
4997.1
Conv. (cfs)
0.7
3784.7
1211.7
Length Wtd. (ft)
105.90
Wetted Per. (ft)
1.26
24.77
58.61
Min Ch E1 (ft)
549.80
Shear (lb/sq ft)
0.14
2.30
1.20
Alpha
2.22
Stream Power (lb/ft
s) 0.07
18.84
2.55
Frctn Loss (ft)
1.18
Cum Volume (acre-ft)
0.39
0.66
1.00
C & E Loss (ft)
0.08
Cum SA (acres)
0.28
0.18
0.54
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and
previous cross section. This may indicate
the need for additional cross sections.
CROSS SECTION
Page 33

RONE_CRK_MERGE.rep
RIVER: RONE CREEK
REACH: HECRAS RS: 345.49
INPUT
Description: SL-18
Station Elevation Data num= 56
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 556.16 .85 556 7.66 555.04 7.97 555 8.45 554.93
14.96 554 21 553.47 22.83 553.33 26.6 553 35.94 552.1
36.77 552 37.01 551.88 37.22 551.83 37.55 551.74 40.51 551
41.23 550.61 42.49 550 43.76 549.38 44.52 549 45.83 548.97
46.43 548.96 47.24 548.98 48.15 549 49.11 549.51 50 549.88
50.29 550 51.67 550.67 52.38 551 52.69 551.01 53.17 551.04
55.2 551.17 55.58 551.18 56.17 551.19 65.47 551.29 66.15 551.29
71.93 551 72.85 551 76.15 550.99 78.6 551 79.82 551
82.8 551.23 84.76 551.32 98.6 551.99 99.46 551.99 99.7 552
100.07 552.13 102.5 553 104.27 553.57 105.41 554 107.11 554.55
108.25 555 109.71 555.49 111.05 556 112.01 556.42 113.64 557
114.16 557.22
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 37.22 .04 56.17 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
37.22 56.17 107.88 103.11 100.9 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
553.94
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.53
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
553.41
Reach Len. (ft)
107.88
103.11
100.90
Crit W.S. (ft)
Flow Area (sq ft)
10.79
59.46
93.40
E.G. Slope (ft/ft)
0.008347
Area (sq ft)
10.79
59.46
93.40
Q Total (cfs)
627.00
Flow (cfs)
11.50
417.52
197.98
Top Width (ft)
81.97
Top Width (ft)
15.42
18.95
47.60
Vel Total (ft/s)
3.83
Avg. Vel. (ft/s)
1.07
7.02
2.12
Max Chl Dpth (ft)
4.45
Hydr. Depth (ft)
0.70
3.14
Page 34

RONE_CRK_MERGE.rep
1.96
Conv.
Total (cfs)
6863.0
Conv. (cfs)
125.8
4570.1
2167.0
Length
Wtd. (ft)
102.76
Wetted Per. (ft)
15.53
19.98
47.87
Min Ch
E1 (ft)
548.96
Shear (lb/sq ft)
0.36
1.55
1.02
Alpha
2.33
Stream Power (lb/ft s)
0.39
10.89
2.15
Frctn
Loss (ft)
0.74
Cum Volume (acre-ft)
0.38
0.52
0.79
C & E
Loss (ft)
0.01
Cum SA (acres)
0.26
0.13
0.41
CROSS SECTION
RIVER: RONE CREEK
REACH: HECRAS RS: 242.38
INPUT
Description: SL-19
Station Elevation Data num= 59
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 558.27 .73 558 1.77 557.6 3.59 557 4.77 556.48
5.88 556 7.39 555.28 8.03 555 9.32 554.43 10.36 554
11.7 553.39 12.65 553 13.85 552.49 14.99 552 30.07 551.26
34.4 551 35.57 550.95 37.58 550.79 44.66 550.21 47.19 550
48.44 549.43 49.41 549 50 548.72 50.36 548.55 51.61 548
52.24 547.71 53.93 547.06 54.07 547.03 54.13 547.03 55.96 548
57.19 548.74 57.6 549 57.98 549.26 58.59 549.59 59.35 550
65 550.39 72.95 551 77.36 551.02 97.88 551.36 111.01 551.52
114.65 551.57 118.53 551.64 119.9 551.64 126.43 551.76 128.41 551.75
130.86 551.71 131.58 551.69 137.75 552 138.18 552.1 140.69 552.79
141.36 552.97 141.47 553 144.92 553.94 145.13 554 145.38 554.07
148.76 555 150.3 555.58 151.22 556 151.41 556.08
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 44.66 .04 58.59 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
44.66 58.59 170.85 161.44 168.63 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
Page 35

RONE_CRK_MERGE.rep
E.G. Elev (ft)
553.18
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.49
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
552.69
Reach Len. (ft)
170.85
161.44
168.63
Crit W.S. (ft)
Flow Area (sq ft)
44.55
55.74
114.29
E.G. Slope (ft/ft)
0.006351
Area (sq ft)
44.55
55.74
114.29
Q Total (cfs)
627.00
Flow (cfs)
66.48
391.64
168.88
Top Width (ft)
126.96
Top Width (ft)
31.29
13.93
81.75
Vel Total (ft/s)
2.92
Avg. Vel. (ft/s)
1.49
7.03
1.48
Max Chl Dpth (ft)
5.66
Hydr. Depth (ft)
1.42
4.00
1.40
Conv. Total (cfs)
7868.0
Conv. (cfs)
834.2
4914.6
2119.2
Length Wtd. (ft)
164.40
Wetted Per. (ft)
31.49
15.24
81.99
Min Ch E1 (ft)
547.03
Shear (lb/sq ft)
0.56
1.45
0.55
Alpha
3.71
Stream Power (lb/ft s)
0.84
10.19
0.82
Frctn Loss (ft)
0.56
Cum Volume (acre-ft)
0.31
0.38
0.55
C & E Loss (ft)
0.08
Cum SA (acres)
0.21
0.09
0.26
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: HECRAS RS: 80.94
INPUT
Description: SL-20
Station Elevation Data num= 55
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
Page 36

RONE_CRK_MERGE.rep
0 555.82 3.4 555.37 5.31 555 8.09 554.5 10.69 554
12.34 553.74 16.42 553 20.49 552.3 22.21 552 25.29 551.59
28.73 551 35.38 550.14 36.7 550 38.01 549.91 48.51 549
48.95 548.93 50.68 548.65 54.63 548 56.39 547.57 57.52 547.31
58.9 547 60.67 546.97 60.71 546.97 62.65 546.99 63.94 547
67.37 547.63 68.22 547.68 68.9 547.7 77.36 548 77.75 548.02
77.81 548.02 77.99 548.03 78.52 548.07 82.62 548.33 88.72 548.72
90.4 549 93.85 549.94 94.05 550 97.4 550.89 97.58 550.93
97.7 551 98.53 551.25 101.38 552 102.84 552.66 103.72 553
104.31 553.3 105.68 554 106.38 554.38 107.93 555 108.89 555.74
109.33 556 109.86 556.31 111.41 557 111.92 557.26 112.87 557.78
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .1 50.68 .04 67.37 .1
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
50.68 67.37 86.69 80.94 63.54 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 552.55 Element Left OB Channel
Right OB
Vel Head (ft) 0.23 Wt. n-Val. 0.100 0.040
0.100
W.S. Elev (ft) 552.31 Reach Len. (ft) 86.69 80.94
63.54
Crit W.S. (ft) Flow Area (sq ft) 60.61 80.35
115.61
E.G. Slope (ft/ft) 0.002110 Area (sq ft) 60.61 80.35
115.61
Q Total (cfs) 627.00 Flow (cfs) 65.37 387.37
174.25
Top Width (ft) 81.66 Top Width (ft) 30.27 16.69
34.70
Vel Total (ft/s) 2.44 Avg. Vel. (ft/s) 1.08 4.82
1.51
Max Chl Dpth (ft) 5.34 Hydr. Depth (ft) 2.00 4.81
3.33
Conv. Total (cfs) 13650.3 Conv. (cfs) 1423.2 8433.4
3793.7
Length Wtd. (ft) 78.17 Wetted Per. (ft) 30.51 16.92
35.23
Min Ch E1 (ft) 546.97 Shear (lb/sq ft) 0.26 0.63
0.43
Alpha 2.53 Stream Power (lb/ft s) 0.28 3.02
0.65
Page 37

Frctn Loss (ft)
0.10
C & E LOSS (ft)
0.03
RONE_CRK_MERGE.rep
0.32 Cum Volume (acre-ft) 0.10 0.13
0.08 Cum SA (acres) 0.08 0.03
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may
indicate the need for additional cross
sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)
is less than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
CROSS SECTION
RIVER: RONE CREEK
REACH: HECRAS
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 554.42 2.26
14.89 552 16.41
34.25 550.91 41.67
74.49 550 74.55
86.04 548.76 87.8
91 546.53 92.17
96.93 547.11 97.18
100.32 548.07 105.6
110.87 551.46 112.02
116.06 554 116.96
121.02 556.71 121.66
126.86 559 128.56
132.93 561.55 133.9
138.57 564 138.72
Manning's n Values
Sta n Val Sta
0 .1 82.82
Bank Sta: Left Right
82.82 98.22
RS: 0
num= 67
Elev Sta Elev Sta Elev Sta Elev
554 2.78 553.91 7.42 553 8.88 552.82
551.83 18.23 551.76 25.92 551.29 29.42 551
550.76 67.39 550.17 73.29 550.01 73.88 550.01
550 75.2 549.93 82.82 549.24 85.46 549
548 88.64 547.67 88.72 547.62 89.98 547
546 94.49 546 95.92 546.67 96.64 547
547.18 98.22 547.52 98.56 547.63 99.81 548
549 106.83 549.42 108.86 550.57 109.82 551
552 112.98 552.49 114.04 553 115.17 553.58
554.46 117.85 555 118.5 555.36 119.65 556
557 121.82 557.06 124.47 558 125.8 558.56
559.72 129.22 560 131.41 560.92 131.58 561
562 135.97 562.87 136.27 563 136.77 563.21
564.07
num= 3
n Val Sta n Val
.04 98.22 .1
Coeff Contr. Expan.
.1 .3
CROSS SECTION OUTPUT Profile #PF 1
Page 38

RONE_CRK_MERGE.rep
E.G. Elev (ft)
552.15
Element
Left OB
Channel
Right OB
Vel Head (ft)
1.02
Wt. n-Val.
0.100
0.040
0.100
W.S. Elev (ft)
551.14
Reach Len. (ft)
Crit W.S. (ft)
551.14
Flow Area (sq ft)
40.74
57.53
25.74
E.G. Slope (ft/ft)
0.010726
Area (sq ft)
40.74
57.53
25.74
Q Total (cfs)
627.00
Flow (cfs)
51.25
511.86
63.89
Top Width (ft)
82.37
Top Width (ft)
55.06
15.40
11.91
Vel Total (ft/s)
5.06
Avg. Vel. (ft/s)
1.26
8.90
2.48
Max Chl Dpth (ft)
5.14
Hydr. Depth (ft)
0.74
3.74
2.16
Conv. Total (cfs)
6054.2
Conv. (cfs)
494.9
4942.4
616.9
Length Wtd. (ft)
Wetted Per. (ft)
55.11
16.36
12.56
Min Ch E1 (ft)
546.00
Shear (lb/sq ft)
0.49
2.35
1.37
Alpha
2.56
Stream Power (lb/ft s)
0.62
20.95
3.40
Frctn Loss (ft)
Cum Volume (acre-ft)
C & E Loss (ft)
Cum SA (acres)
SUMMARY OF MANNING'S
N VALUES
River:RONE CREEK
Reach
River Sta.
n1 n2 n3
RONECREEK-UPPER
3628.74
.1 .04
.1
RONECREEK-UPPER
3530.82
.1 .04
.1
RONECREEK-UPPER
3407.2
.1 .04
.1
RONECREEK-UPPER
3253.23
.1 .04
.1
RONECREEK-UPPER
3033.48
.1 .04
.1
RONECREEK-UPPER
2899.78
.1 .04
.1
Page 39

RONE_CRK_MERGE.rep
RONECREEK-UPPER
2685.12
.1
.04
.1
RONECREEK-UPPER
2456.13
.1
.04
.1
RONECREEK-UPPER
2246.36
.1
.04
.1
RONECREEK-UPPER
1918.65
.1
.04
.1
RONECREEK-UPPER
1698.05
.1
.04
.1
RONECREEK-UPPER
1415.58
.1
.04
.1
HECRAS
861.01
.1
.04
.1
HECRAS
719.63
.1
.04
.1
HECRAS
605.64
.1
.04
.1
HECRAS
577
Bridge
HECRAS
535.27
.1
.04
.1
HECRAS
449.76
.1
.04
.1
HECRAS
345.49
.1
.04
.1
HECRAS
242.38
.1
.04
.1
HECRAS
80.94
.1
.04
.1
HECRAS
0
.1
.04
.1
SUMMARY OF REACH LENGTHS
River: RONE CREEK
Reach River Sta. Left Channel Right
RONECREEK-UPPER
3628.74
97.92
97.92
97.92
RONECREEK-UPPER
3530.82
123.62
123.62
123.62
RONECREEK-UPPER
3407.2
153.97
153.97
153.97
RONECREEK-UPPER
3253.23
219.75
219.75
219.75
RONECREEK-UPPER
3033.48
133.7
133.7
133.7
RONECREEK-UPPER
2899.78
214.66
214.66
214.66
RONECREEK-UPPER
2685.12
228.99
228.99
228.99
RONECREEK-UPPER
2456.13
209.77
209.77
209.77
RONECREEK-UPPER
2246.36
327.71
327.71
327.71
RONECREEK-UPPER
1918.65
220.6
220.6
220.6
RONECREEK-UPPER
1698.05
282.47
282.47
282.47
RONECREEK-UPPER
1415.58
0
0
0
HECRAS
861.01
139.95
141.38
143.01
HECRAS
719.63
109.06
113.99
110.62
HECRAS
605.64
73.1
70.37
74.67
HECRAS
577
Bridge
HECRAS
535.27
89.53
85.51
79.36
HECRAS
449.76
100.7
104.27
110.24
HECRAS
345.49
107.88
103.11
100.9
HECRAS
242.38
170.85
161.44
168.63
HECRAS
80.94
86.69
80.94
63.54
HECRAS
0
Page 40

RONE_CRK_MERGE.rep
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: RONE CREEK
Reach
River Sta.
Contr.
Expan.
RONECREEK-UPPER
3628.74
.1
.3
RONECREEK-UPPER
3530.82
.1
.3
RONECREEK-UPPER
3407.2
.1
.3
RONECREEK-UPPER
3253.23
.1
.3
RONECREEK-UPPER
3033.48
.1
.3
RONECREEK-UPPER
2899.78
.1
.3
RONECREEK-UPPER
2685.12
.1
.3
RONECREEK-UPPER
2456.13
.1
.3
RONECREEK-UPPER
2246.36
.1
.3
RONECREEK-UPPER
1918.65
.1
.3
RONECREEK-UPPER
1698.05
.1
.3
RONECREEK-UPPER
1415.58
.1
.3
HECRAS
861.01
.1
.3
HECRAS
719.63
.1
.3
HECRAS
605.64
.1
.3
HECRAS
577
Bridge
HECRAS
535.27
.1
.3
HECRAS
449.76
.1
.3
HECRAS
345.49
.1
.3
HECRAS
242.38
.1
.3
HECRAS
80.94
.1
.3
HECRAS
0
.1
.3
Profile Output Table - Standard Table 1
Reach
River Sta
Profile
Q Total
Min Ch E1
W.S. Elev Crit
W.S. E.G. Elev
E.G. Slope
vel Chnl
Flow Area
Top Width
Froude # Chl
(cfs)
(ft)
(ft)
(ft) (ft)
(ft/ft)
(ft/s)
(sq ft)
(ft)
HECRAS
0
PF 1
627.00
546.00
551.14
551.14 552.15
0.010726
8.90
124.01
82.37
0.81
HECRAS
80.94
PF 1
627.00
546.97
552.31
552.55
0.002110
4.82
256.57
81.66
0.39
HECRAS
242.38
PF 1
627.00
547.03
552.69
Page 41

RONE_CRK_MERGE.rep
553.18
0.006351
7.03
214.58
126.96
0.62
HECRAS
345.49
PF
1
627.00
548.96
553.41
553.94
0.008347
7.02
163.66
81.97
0.70
HECRAS
449.76
PF
1
627.00
549.80
554.40
554.36
555.21
0.015744
8.21
129.50
83.18
0.92
HECRAS
535.27
PF
1
627.00
549.61
555.52
555.79
0.003298
5.44
316.11
192.49
0.43
HECRAS
577
Bridge
HECRAS
605.64
PF
1
627.00
549.71
556.94
554.00
557.00
0.000574
2.38
566.82
249.54
0.19
HECRAS
719.63
PF
1
627.00
549.72
556.95
556.14
557.17
0.002849
4.74
364.62
275.94
0.40
HECRAS
861.01
PF
1
627.00
552.91
557.78
557.78
558.29
0.008173
6.92
241.40
261.89
0.68
RONECREEK-UPPER
1415.58
PF
1
159.00
554.98
557.76
557.76
558.53
0.022862
7.06
22.51
14.81
1.01
RONECREEK-UPPER
1698.05
PF
1
159.00
557.98
561.17
560.26
561.35
0.005372
3.77
63.42
47.47
0.51
RONECREEK-UPPER
1918.65
PF
1
159.00
561.99
565.76
565.76
566.30
0.011624
6.20
42.16
63.05
0.73
RONECREEK-UPPER
2246.36
PF
1
159.00
567.93
570.53
570.46
571.27
0.020061
6.89
23.08
14.14
0.95
RONECREEK-UPPER
2456.13
PF
1
159.00
570.98
574.36
574.09
575.03
0.016081
6.56
24.25
12.86
0.84
RONECREEK-UPPER
2685.12
PF
1
159.00
574.90
577.77
577.59
578.39
0.013464
6.39
28.85
25.04
0.81
RONECREEK-UPPER
2899.78
PF
1
159.00
577.81
580.73
580.54
581.18
0.012398
6.33
50.23
63.38
0.76
RONECREEK-UPPER
3033.48
PF
1
159.00
578.93
582.07
581.61
582.47
0.007702
5.27
39.92
33.41
0.63
RONECREEK-UPPER
3253.23
PF
1
159.00
581.84
584.71
584.71
585.44
0.016258
7.02
28.87
31.29
0.88
RONECREEK-UPPER
3407.2
PF
1
159.00
583.57
586.75
586.22
587.11
0.007412
4.84
37.59
30.84
0.61
RONECREEK-UPPER
3530.82
PF
1
159.00
586.95
589.04
589.28
590.08
0.040056
8.17
19.48
16.97
1.32
RONECREEK-UPPER
3628.74
PF
1
159.00
589.97
592.26
592.26
592.92
0.021535
6.52
24.66
20.45
0.99
Page 42

DRIVEWAY CALCULATIONS
The driveways pipes were analyzed starting with a 12"diameter pipe. The calculations were
then done to derive the maximum drainage area that could be accepted by that size. After
reviewing the drainage areas, it was determined that a 15" diameter would be necessary in
some cases, therefore that size was also evaluated in the following calculations.

TYPE "'I DRIVE:
Min slope design
Q =
3.15 cfs
C =
0.45
A =
0.92
1 =
7.61 (10 yr. intensity)
Tc=5 min.
From EXPRESS:
Pipe Dia =
12 in.
slope =
0.01 ft./ft.
HW Depth =
1.2 ft.
HW/D =
1.2
TYPE "2" DRIVE:
Min slope design
Q =
5.50 cfs
C =
0.45
A =
1.61
1 =
7.61 (10 yr. intensity)
Tc=5 min.
From EXPRESS:
Pipe Dia =
15 in.
slope =
0.01 ft./ft.
HW Depth =
1.5 ft.
HW/D =
1.2

Culvert Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Tuesday, Nov 13 2018
Circular Culvert
Invert Elev Dn (ft)
= 600.00
Calculations
Pipe Length (ft)
= 30.00
Qmin (cfs)
= 3.00
Slope (%)
= 1.00
Qmax (cfs)
= 6.00
Invert Elev Up (ft)
= 600.30
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 12.0
Shape
= Circular
Highlighted
Span (in)
= 12.0
Qtotal (cfs)
= 3.15
No. Barrels
= 1
Qpipe (cfs)
= 3.15
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.30
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 4.92
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 600.88
HGL Up (ft)
= 601.06
Embankment
Hw Elev (ft)
= 601.50
Top Elevation (ft)
= 603.50
Hw/D (ft)
= 1.20
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 15.00
Elea (ft)
604.00
603.00
602.00
601.00
600.00
599.00
0
<Name>
5 10 15 20 25 30 35 40 45
C4cularGulvert HGL Embank
Hw Depth ft
3.70
2.70
1.70
0.70
-0.30
-1.30
50
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Tuesday, Nov 13 2018
Circular Culvert
Invert Elev Dn (ft)
= 600.00
Calculations
Pipe Length (ft)
= 30.00
Qmin (cfs)
= 4.00
Slope (%)
= 1.00
Qmax (cfs)
= 6.00
Invert Elev Up (ft)
= 600.30
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 5.50
No. Barrels
= 1
Qpipe (cfs)
= 5.50
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.81
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 5.50
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 601.10
HGL Up (ft)
= 601.25
Embankment
Hw Elev (ft)
= 601.80
Top Elevation (ft)
= 603.00
Hw/D (ft)
= 1.20
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 15.00
Elev (ft}
604.00
603.00
602.00
601.00
900.00
599.00
0
e hlam es
5 10 15 20 25 30 35 40 45
GircularGulvert HGL Embank
Hw Depth (ft)
3.70
2.70
1.70
0.70
-0.30
-1.30
50
Reach (ft}

OUTLET PROTECTION CALCULATIONS

RIP RAP OUTLET PROTECTION CALCULATIONS
Pipe
NCDOT
Outlet
Diameter
Q
W1 (3XDo)
W2 (Do+La)
L(a)
d50
d(max)
T
H
Rip Rap
(in)
(cfs)
(ft)
(ft)
(ft)
(in)
(in)
(in)
(in)
Class
FES 5
24
15.61
6
15
13
6
9
13.5
16
B
FES 9
30
29.48
7.5
13"
12
5
7.5
11.25
20
B
FES 15
30
22.58
7.5
18.5
16
6
9
13.5
20
B
FES 17
18
8.04
4.5
11.5
10
5
7.5
11.25
12
B
FES 27
24
3.89
6
15
13
5
7.5
11.25
16
B
FES 34
30
21.62
7.5
18.5
16
6
9
13.5
20
B
FES 46
36
30.9
9
23
20
8
12
18
24
B
Pond 2
36
50.45
9
23
20
8
12
18
24
B
*(Do+0.4La)

FES 5
Qio = 15.61 cfs, Do = 30"
3
uale� Cb ' --Igp �+o
pi9e
dlameter Pb) -
T 11w ter � 0-SOo � '
10,
;. ... I#
.::.:...... .... _...
3
,r
,
...... .... ...... --_--..t...,-� ...
- f
Discharge (ft3?sec)
Figure 7-1 Design of Riprap Apron Under Minimum Tailwater Conditions
La = 16' ; dso = 0.5', use 6" min. (based on pipe size)

FES 9
Q25 = 29.48 cfs, Do = 3011
360
pip0.1W = Do + ILdLa 120 --
pipe !
di—elw All ly
i ,iDa
05
r
I
}o�` n r h ; 1, • d : _
i�
J
r
'• cc
� I n
a a
a
a`
I.:..: Zv-15.�5
3 5 10 20 50 Ina 200 500 1000
Aacnsrge {n3rsecj
Figure 7-2 Design of Ripra Apron Under Maximum Tailwater Conditions
Figure73 Rip rap Apron Schematic For Uncertain Tailwater Conditions
7-4
La = 12' ; dso = 0.1', use 5" min. (based on pipe size)
This apron was selected due to the presence of an existing defined channel

FES 15
Qio = 18.03 cfs, Do = 30"
3
uale� RD ' -J gp �+o
pi9e
dlameter Pb) -
T 11w ter � 0"SOo � '
10,
;. ... I#
...
—L L
y } � � � II LLSSSW.4LL
4
slid 5dD ;BINS
Discharge (ft3?sec)
Figure 7-1 Design of Riprap Apron Under Minimum Tailwater Conditions
La = 16' ; d50 = 0.5', use 6" min. (based on pipe size)

FES 17
QZo = 6.73 cfs, Do = 18"
3
U11e9 y . Pa + La
pipe r
dla met-er P3) I
1 w t r- 0-500
0t 60
F
Dinka-ge ritj+secj
Figure 7-1 Design of Riprap Apron Under Minimum Tailwater Conditions
La = 10' min.; d50 = .39', use 5" min.

FES 19
Qio = 1.37 cfs, Do = 15"
3
I '
QU11el
pige
diameter (Cb)
11a ter 0-500
e
411
J:
1 I 'k oyd
Er
:. 20. r i
va10
a
0
V
Discharge (ft3lsec)
Figure 7-1 Design of Riprap Apron Under Minimum Tailwater Conditions
La = 10' ; d50 = .29, use 5" min. (based on pipe size)

FES 27
QZo = 3.89 cfs, Do = 15"
1
r
�
Elul
�
�II
'111�11�'1
111111.I���1��11II�'1'11II��III��■���III
uIIII
�� I�
i���
�l�i
..�i��
�w�l,",�I��,h�l
■�I�
Iu��II pppp����H�1111I.C.NIII�
X■III�II
■OIII�I�IIIII���IIY"I�qq
IIIIII
+�I�•1�
mm
1!�nllllll
1
Ilr I
I
11
ml
I
S^,1i

FES 34
Qio = 17.42 cfs, Do = 30"
3
I '
QU11e1
N • I]:, � La
pi9e
;
dlameter Pb)La
BO
_i._....
iil. ter � 0.50❑
f
:F
I
o �
3 ..
_ _...-
t
........... ..' --
... fif
Ma14
V 5
3 S if;
iQ
300 ZOQ
5DD ;BINS
Dlacharge (f 3?sec)
Figure 7-1 Design of Riprap Apron Under Minimum
Tailwater Conditions
La = 16' ; d50 = 0.5', use 6" min. (based on pipe size)

FES 46
Qio = 28.46 cfs, Do = 36"
ji
3
1E
U11e9 Y I]a + La
pipe l R
dlamerer (Cb)
Ld �l BO c
T ilw ter � 0_SOa ''�
_ I
Eli .....:..:.:..:.........:... i ¢ I
54 �
S ID T
2. -
0 I — — ra
I
�; ;� :'i::' ua
..........
¢
I£
20
va10
3 S lri 7l �$ 30(r slid 5dD ;BINS
Discharge (ft3?sec)
Figure 7-1 Design of Riprap Apron Under Minimum Tailwater Conditions
La = 20' ; d50 = 0.6', use 8" min. (based on pipe size)

FES Pond 2 Outlet
Qio = 32.02 cfs, Do = 36"
3
WWI RD ' -J gp o
pi9e
diameter (Cb) -
T 11w ter 0-50,
- ; .
;. ... I#
10,
gyp_ ....... .. .. ".....,... ..... .". _
a
20
t}
:.... : :1
3 S lr; 7l 5+} 300 ado 5DD ;Dan
ischarge (ft3?sec)
Figure 7-1 Design of Riprap Apron Under Minimum Tailwater Conditions
La = 20' min.; d50 = 0.62, use 8" min (based on pipe size).

DITCH CALCULATIONS
The ditch calculations for the type A through E are generally based on two sets of criteria. First,
the ditch was analyzed at slope of 1 percent to determine the flow depth and make sure
enough freeboard was provided. The maximum flow was calculated then RDD used that flow to
determine the maximum contributing drainage area. The second analysis was to pick the
highest slope to determine the temporary and permanent liners would be stable. To handle
larger flows, the bottom width was increased to maintain flow depth.

TYPE "A" DITCH: Min slope design - no bottom width
Q =
1.62 cfs
C =
0.45
A =
0.47
1 =
7.61 (10 yr. intensity)
Tc=5 min.
From NAG
Depth =
1 ft.
Width =
0 ft.
V =
0.54 ft/s
slope =
0.01 ft./ft.
Temp Liner Calculation:
Liner:
V =
1.3 ft/s DS75
Total ditch depth from cross section = 1.67
Freeboard = 0.67 Freeboard acceptable
n
Q=
C=
A=
From NAG
Depth =
Width =
V=
slope =
Temp Liner Calculation:
V=
Total ditch depth from cross section =
Freeboard =
n slop
Q=
C=
A=
From NAG
Depth =
Width =
V=
slope =
Temp Liner Calculation:
V=
Total ditch depth from cross section =
Freeboard =
design - 1' bottom wi
3.07 cfs
0.45
0.90
7.61 (10 yr. intensity)
Tc=5 min.
1 ft.
1 ft.
0.76 ft/s
0.01 ft./ft.
1.53 ft/s
1.67
Liner:
DS75
0.67 Freeboard acceptable
e
design - 2' bottom wi
4.70 cfs
0.45
1.37
7.61 (10 yr. intensity)
Tc=5 min.
1 ft.
2 ft.
0.93 ft/s
0.01 ft./ft.
1.69 ft/s
1.67
Liner:
DS75
0.67 Freeboard acceptable

TYPE "D" DITCH: Min slope design - 3' bottom width
Q =
6.60 cfs
C =
0.45
A =
1.93
1 =
7.61 (10 yr. intensity)
Tc=5 min.
From NAG
Depth =
1 ft.
Width =
3 ft.
V =
1.09 ft/s
slope =
0.01 ft./ft.
Temp Liner Calculation:
Liner:
V =
1.82 ft/s DS75
Total ditch depth from cross section =
1.67
Freeboard =
0.67 Freeboard acceptable
TYPE "E" DITCH: Max slope design - no bottom width
Q =
8.20 cfs
C =
0.45
A =
2.39
1 =
7.61 (10 yr. intensity)
Tc=5 min.
From NAG
Depth =
1 ft.
Width =
0 ft.
V =
2.75 ft/s
slope =
0.0521 ft./ft.
Temp Liner Calculation:
Liner:
V =
7.05 ft/s C125
Total ditch depth from cross section =
1.67
Freeboard =
0.67 Freeboard acceptable

Ditch 1
Q=
C=
A=
From NAG
Depth =
V=
slope =
Temp Liner Calculation:
V=
Total ditch depth from cross section =
Freeboard =
Q=
C=
A=
From NAG
Depth =
V=
slope =
Temp Liner Calculation:
V=
Total ditch depth from cross section =
Freeboard =
Q=
C=
A=
From NAG
Depth =
V=
slope =
Temp Liner Calculation:
V=
Total ditch depth from cross section =
Freeboard =
1.03 cfs
0.5
0.27
7.61 (10 yr. intensity)
0.71 ft.
0.82 ft/s
0.036 ft./ft.
Liner:
1.86 ft/s DS75
2
1.29 Freeboard acceptable
5.39 cfs
0.4
1.77
7.61 (10 yr. intensity)
0.71 ft.
0.82 ft/s
0.036 ft./ft.
Liner:
1.86 ft/s DS75
2
1.29 Freeboard acceptable
12.12 cfs
0.4
3.98
7.61 (10 yr. intensity)
0.71 ft.
0.82 ft/s
0.036 ft./ft.
Liner:
1.86 ft/s DS75
2
1.29 Freeboard acceptable

Ditch 4
Q =
15.34 cfs
C =
0.4
A =
9.17
1 =
4.18 (10 yr. intensity, interpolated)
Tc=25 min.
From NAG
Depth =
0.71 ft.
V =
0.82 ft/s
slope =
0.036 ft./ft.
Temp Liner Calculation:
Liner:
V =
1.86 ft/s DS150
Total ditch depth from cross section = 2
Freeboard = 1.29 Freeboard acceptable
Ditch 5
Q =
8.64 cfs
C =
0.4
A =
2.84
1 =
7.61 (10 yr. intensity)
From NAG
Depth =
0.71 ft.
V =
0.82 ft/s
slope =
0.036 ft./ft.
Temp Liner Calculation:
Liner:
V =
1.86 ft/s C125
Total ditch depth from cross section =
2
Freeboard =
1.29 Freeboard acceptable

ECMDS 6.0
https://ecmds.com/project/13 5119/channel-analysis/138005/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
»>TYPEA
Name
TYPE A
Discharge
3.2
Peak Flow Period
24
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
3
3
C 6-12 in
Mix (Sod and Bunch)
Good 75-95%
Silt Loam
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Unreinforced Vegetation
- Class C -
Mix (Sod & Bunch)
- Good 75-95%
Phase
Reach
Discharge
Velocity
Normal Depth
Mannings N
Permissable Shear
Calculated Shear
Safety
Remark
Staple
Stress
Stress
Factor
Pattern
Unreinforced Straight
3.2 cfs
0.78 ft/s 1.17 ft
0.128 4.2 Ibs/ft2
0.73 Ibs/ft2
5.76 STABLE
Vegetation
Underlying Straight
3.2 cfs
0.78 ft/s 1.17 ft
-- 0.04 Ibs/ft2
0 Ibs/ft2
13 STABLE
Substrate
DS75
Phase Reach Discharge Velocity Normal Depth Mannings N Perm issable Shear I Calculated Shear Safety Remarks Staple
Stress Stress Factor Pattern
DS75 Straight 3.2 cfs 1.63 ft/s 0.81 ft 0.048 1.55 Ibs/ft2 0.5 Ibs/ft2 3.07 STABLE D
Unvegetated
1 of 1 3/12/2018, 6:47 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8005/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.128
Discharge:
3.2
Peak Flow Period:
24
Channel Slope:
0.01
Bottom Width:
0
Left Side Slope:
3
Right Side Slope:
3
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Silt Loam
Channel Lining Options
Protection Type Permanent
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0.128
Cross -Sectional Area (A)
A=AL+AB+AR=
4.1
AL = (1/2) * Depth2 * ZL =
2.05
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
2.05
Wetted Perimeter (P)
P=PL+PB+PR=
7.39
PL = Depth * (ZL2 + 1)0.5 =
3.7
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
3.7
Hydraulic Radius (R)
R = A / P = 0.55
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 3.2
Velocity (V)
V = Q / A = 0.78
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.73
Channel Safety Factor = (Tp / Td)
5.76
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 3/12/2018, 6:47 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8005/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C *(ns /n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Mannin 's N value for selected Product
0
Cross -Sectional Area (A)
A=AL+AB+AR=
4.1
AL = 1/2 * De th2 * ZL =
2.05
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
2.05
Wetted Perimeter (P)
P=PL+PB+PR=
7.39
PL = Depth * (ZL2 + 1)0.5 =
3.7
PB = Channel Bottom Width =
0
PR = Depth * ZR2 + 1)0.5
3.7
Hydraulic Radius (R)
R = A / P = 0.55
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 3.2
Velocity (V)
V= Q / A = 0.78
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.73
Channel Safety Factor = T / Td
5.76
Effective Stress on Blanket(Tdb)
Te = Td * 1-CF * ns/n 2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
DS75
Mannin 's N value for selected Product
0.048
Cross -Sectional Area (A)
2 of 3 3/12/2018, 6:47 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8005/calculations
A=AL+AB+AR=
1 1.96
AL = 1/2 * De th2 * ZL =
0.98
AB = Bottom Width * Depth =
0
AR = 1/2 * De th2 * ZR =
0.98
Wetted Perimeter (P)
P=PL+PB+PR=
5.11
PL=Depth * ZL2+10.5=
2.56
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
2.56
Hydraulic Radius (R)
R = A / P = 0.38
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 3.2
Velocity (V)
V= Q / A = 1.63
Channel Shear Stress (Te)
Td=62.4*Depth *Slope =
0.5
Channel Safety Factor = T / Td
3.07
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C * ns/n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
3 of 3 3/12/2018, 6:47 PM

ECMDS 6.0
https://ecmds.com/project/13 5119/channel-analysis/138006/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
-TYPE B
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Name TYPE B
Discharge 5.4
Peak Flow Period 24
Channel Slope 0.01
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Good 75-95%
Soil Type Sandy Loam
Unreinforced Vegetation - Class C -
Mix (Sod & Bunch)
- Good 75-95%
Phase
Reach
Discharge
Velocity
Normal Depth
Mannings N
Permissable Shear
Calculated Shear
Safety
Remark
Staple
Stress
Stress
Factor
Pattern
Unreinforced Straight 5.4 cfs
1.02 ft/s 1.17 ft
0.107 4.2 Ibs/ft2
0.73 Ibs/ft2
5.75 STABLE
Vegetation
Underlying Straight 5.4 cfs
1.02 ft/s 1.17 ft
-- 0.04 Ibs/ft2
0 Ibs/ft2
8.94 STABLE
Substrate
DS75
Phase Reach Discharge Velocity Normal Depth Mannings N Perm issable Shear I Calculated Shear Safety Remarks Staple
Stress Stress Factor Pattern
DS75 Straight 5.4 cfs 1.87 ft/s 0.83 ft 0.048 1.55 Ibs/ft2 0.52 Ibs/ft2 3 STABLE D
Unvegetated
1 of 1 3/12/2018, 7:12 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8006/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.107
Discharge:
5.4
Peak Flow Period:
24
Channel Slope:
0.01
Bottom Width:
1
Left Side Slope:
3
Right Side Slope:
3
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type Permanent
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0.107
Cross -Sectional Area (A)
A=AL+AB+AR=
5.28
AL = (1/2) * Depth2 * ZL =
2.05
AB = Bottom Width * Depth =
1.17
AR = (1/2) * Depth2 * ZR =
2.05
Wetted Perimeter (P)
P=PL+PB+PR=
8.4
PL = Depth * (ZL2 + 1)0.5 =
3.7
PB = Channel Bottom Width =
1
PR = Depth * (ZR2 + 1)0.5
3.7
Hydraulic Radius (R)
R = A / P = 0.63
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 5.4
Velocity (V)
V = Q / A = 1.02
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.73
Channel Safety Factor = (Tp / Td)
5.75
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 3/12/2018, 7:12 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8006/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C *(ns /n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Mannin 's N value for selected Product
0
Cross -Sectional Area (A)
A=AL+AB+AR=
5.28
AL = 1/2 * De th2 * ZL =
2.05
AB = Bottom Width * Depth =
1.17
AR = (1/2) * Depth2 * ZR =
2.05
Wetted Perimeter (P)
P=PL+PB+PR=
8.4
PL = Depth * (ZL2 + 1)0.5 =
3.7
PB = Channel Bottom Width =
1
PR = Depth * ZR2 + 1)0.5
3.7
Hydraulic Radius (R)
R = A / P = 0.63
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 5.4
Velocity (V)
V= Q / A = 1.02
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.73
Channel Safety Factor = T / Td
5.75
Effective Stress on Blanket(Tdb)
Te = Td * 1-CF * ns/n 2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
DS75
Mannin 's N value for selected Product
0.048
Cross -Sectional Area (A)
2 of 3 3/12/2018, 7:12 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8006/calculations
A=AL+AB+AR=
1 2.89
AL = 1/2 * De th2 * ZL =
1.03
AB = Bottom Width * Depth =
0.83
AR = 1/2 * De th2 * ZR =
1.03
Wetted Perimeter (P)
P=PL+PB+PR=
6.24
PL=Depth * ZL2+10.5=
2.62
PB = Channel Bottom Width =
1
PR = Depth * (ZR2 + 1)0.5
2.62
Hydraulic Radius (R)
R = A / P = 0.46
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 5.4
Velocity (V)
V= Q / A = 1.87
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.52
Channel Safety Factor = T / Td
3
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C * ns/n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
3 of 3 3/12/2018, 7:12 PM

ECMDS 6.0
https://ecmds.com/project/13 5119/channel-analysis/138007/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
»>TYPEC
Name
TYPE C
Discharge
8
Peak Flow Period
24
Channel Slope
0.01
Channel Bottom Width
2
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
3
3
C 6-12 in
Mix (Sod and Bunch)
Good 75-95%
Sandy Loam
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Unreinforced Vegetation
- Class C -
Mix (Sod & Bunch)
- Good 75-95%
Phase
Reach
Discharge
Velocity
Normal Depth
Mannings N
Permissable Shear
Calculated Shear
Safety
Remark
Staple
Stress
Stress
Factor
Pattern
Unreinforced Straight
8 cfs
1.25 ft/s 1.17 ft
0.093 4.2 Ibs/ft2
0.73 Ibs/ft2
5.77 STABLE
Vegetation
Underlying Straight
8 cfs
1.25 ft/s 1.17 ft
-- 0.04 Ibs/ft2
0.01 Ibs/ft2
6.77 STABLE
Substrate
DS75
Phase Reach Discharge Velocity Normal Depth Mannings N Perm issable Shear I Calculated Shear Safety Remarks Staple
Stress Stress Factor Pattern
DS75 Straight 8 cfs 2.06 ft/s 0.85 ft 0.047 1.55 Ibs/ft2 0.53 Ibs/ft2 2.91 STABLE D
Unvegetated
1 of 1 3/12/2018, 7:13 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8007/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.093
Discharge:
8
Peak Flow Period:
24
Channel Slope:
0.01
Bottom Width:
2
Left Side Slope:
3
Right Side Slope:
3
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type Permanent
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0.093
Cross -Sectional Area (A)
A=AL+AB+AR=
6.42
AL = (1/2) * Depth2 * ZL =
2.04
AB = Bottom Width * Depth =
2.33
AR = (1/2) * Depth2 * ZR =
2.04
Wetted Perimeter (P)
P=PL+PB+PR=
9.38
PL = Depth * (ZL2 + 1)0.5 =
3.69
PB = Channel Bottom Width =
2
PR = Depth * (ZR2 + 1)0.5
3.69
Hydraulic Radius (R)
R = A / P = 0.68
Flow (Q)
Q=1.486/n*A*R2/3*S1/2= 8
Velocity (V)
V = Q / A = 1.25
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.73
Channel Safety Factor = (Tp / Td)
5.77
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 3/12/2018, 7:14 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8007/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C *(ns /n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Mannin 's N value for selected Product
0
Cross -Sectional Area (A)
A=AL+AB+AR=
6.42
AL = 1/2 * De th2 * ZL =
2.04
AB = Bottom Width * Depth =
2.33
AR = (1/2) * Depth2 * ZR =
2.04
Wetted Perimeter (P)
P=PL+PB+PR=
9.38
PL = Depth * (ZL2 + 1)0.5 =
3.69
PB = Channel Bottom Width =
2
PR = Depth * ZR2 + 1)0.5
3.69
Hydraulic Radius (R)
R = A / P = 0.68
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 8
Velocity (V)
V= Q / A = 1.25
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.73
Channel Safety Factor = T / Td
5.77
Effective Stress on Blanket(Tdb)
Te = Td * 1-CF * ns/n 2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
DS75
Mannin 's N value for selected Product
0.047
Cross -Sectional Area (A)
2 of 3 3/12/2018, 7:14 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8007/calculations
A=AL+AB+AR=
1 3.89
AL = 1/2 * De th2 * ZL =
1.09
AB = Bottom Width * Depth =
1.71
AR = 1/2 * De th2 * ZR =
1.09
Wetted Perimeter (P)
P=PL+PB+PR=
7.39
PL=Depth * ZL2+10.5=
2.7
PB = Channel Bottom Width =
2
PR = Depth * (ZR2 + 1)0.5
2.7
Hydraulic Radius (R)
R = A / P = 0.53
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 8
Velocity (V)
V= Q / A = 2.06
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.53
Channel Safety Factor = T / Td
2.91
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C * ns/n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
3 of 3 3/12/2018, 7:14 PM

ECMDS 6.0
https://ecmds.com/project/13 5119/channel-analysis/138008/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
-TYPED
Name
TYPE D
Discharge
12.5
Peak Flow Period
24
Channel Slope
0.0521
Channel Bottom Width
0
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
C125BN
3
3
C 6-12 in
Mix (Sod and Bunch)
Good 75-95%
Sandy Loam
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase Reach Discharge Velocity Normal Depth Mannings N Perm issable Shear I Calculated Shear Safety Remarks Staple
Stress Stress Factor Pattern
C125BN Straight 12.5 cfs 7.98 ft/s 0.72 ft 0.021 2.35 Ibs/ft2 2.35 Ibs/ft2 1 STABLE D
Unvegetated
Unreinforced Vegetation
- Class C -
Mix (Sod & Bunch)
- Good 75-95%
Phase
Reach
Discharge
Velocity
Normal Depth
Mannings N
Permissable Shear
Calculated Shear
Safety
Remarks
Staple
Stress
Stress
Factor
Pattern
Unreinforced Straight
12.5 cfs
3.38 ft/s 1.11 ft
0.066 4.2 Ibs/ft2
3.61 Ibs/ft2
1.16 STABLE
Vegetation
Underlying Straight
12.5 cfs
3.38 ft/s 1.11 ft
-- 0.04 Ibs/ft2
0.05 Ibs/ft2
0.68 UNSTABLE
Substrate
1 of 1 3/12/2018, 7:20 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8008/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.066
Discharge:
12.5
Peak Flow Period:
24
Channel Slope:
0.0521
Bottom Width:
0
Left Side Slope:
3
Right Side Slope:
3
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type Permanent
Material Type
Matting Type
C125BN
Manning's N value for selected Product
0.021
Cross -Sectional Area (A)
A=AL+AB+AR=
1.57
AL = (1/2) * Depth2 * ZL =
0.78
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
0.78
Wetted Perimeter (P)
P=PL+PB+PR=
4.57
PL = Depth * (ZL2 + 1)0.5 =
2.29
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
2.29
Hydraulic Radius (R)
R = A / P = 0.34
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 12.5
Velocity (V)
V = Q / A = 7.98
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
2.35
Channel Safety Factor = (Tp / Td)
1
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 3/12/2018, 7:20 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8008/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C *(ns /n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Mannin 's N value for selected Product
0.066
Cross -Sectional Area (A)
A=AL+AB+AR=
3.7
AL = 1/2 * De th2 * ZL =
1.85
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
1.85
Wetted Perimeter (P)
P=PL+PB+PR=
7.03
PL = Depth * (ZL2 + 1)0.5 =
3.51
PB = Channel Bottom Width =
0
PR = Depth * ZR2 + 1)0.5
3.51
Hydraulic Radius (R)
R = A / P = 0.53
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 12.5
Velocity (V)
V= Q / A = 3.38
Channel Shear Stress (Te)
Td=62.4*Depth *Slope =
3.61
Channel Safety Factor = T / Td
1.16
Effective Stress on Blanket(Tdb)
Te = Td * 1-CF * ns/n 2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Mannin 's N value for selected Product
0
Cross -Sectional Area (A)
2 of 3 3/12/2018, 7:20 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 13 8008/calculations
A=AL+AB+AR=
1 3.7
AL = 1/2 * De th2 * ZL =
1.85
AB = Bottom Width * Depth =
0
AR = 1/2 * De th2 * ZR =
1.85
Wetted Perimeter (P)
P=PL+PB+PR=
7.03
PL=Depth * ZL2+10.5=
3.51
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
3.51
Hydraulic Radius (R)
R = A / P = 0.53
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 12.5
Velocity (V)
V= Q / A = 3.38
Channel Shear Stress (Te)
Td=62.4*Depth *Slope =
3.61
Channel Safety Factor = T / Td
1.16
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C * ns/n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
3 of 3 3/12/2018, 7:20 PM

ECMDS 6.0
https:Hecmds.com/project/135119/channel-analysis/I38008/show
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> -TYPE E
Name
TYPE E
Discharge
8.2
Peak Flow Period
24
Channel Slope
0.0521
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 75-95%
Soil Type
Sandy Loam
C125
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase Reach Discharge Velocity Normal Depth Mannings N Permissable Shear Calculated Shear Safety Remarks Staple
Stress Stress Factor Pattern
C125 Straight 8.2 cfs 7.05 ft/s 0.62 ft 0.021 2.25 Ibs/ft2 2.02 Ibs/ft2 1.11 STABLE D
Unvegetated
Unreinforced Vegetation
- Class C -
Mix (Sod & Bunch)
- Good 75-95%
Phase
Reach
Discharge
Velocity
Normal Depth
Mannings N
Permissable Shear
Calculated Shear
Safety
Remarks
Staple
Stress
Stress
Factor
Pattern
Unreinforced Straight
8.2 cfs
2.75 ft/s 1 ft
0.075 4.2 Ibs/ft2
3.24 Ibs/ft2
1.3 STABLE
Vegetation
Underlying Straight
8.2 cfs
2.75 ft/s 1 ft
0.04 Ibs/ft2
0.04 Ibs/ft2
1 UNSTABLE
Substrate
1 of 1 7/17/2018, 2:01 PM

ECMD S 6.0
https://ecmds.com/project/13 5119/channel-analysis/ 13 8008/calculations
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.075
Discharge:
8.2
Peak Flow Period:
24
Channel Slope:
0.0521
Bottom Width:
0
Left Side Slope:
3
Right Side Slope:
3
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type lPermanent
Material Type
Matting Type
C125
Manning's N value for selected Product
0.021
Cross -Sectional Area (A)
A=AL+AB+AR=
1.16
AL = (1/2) * Depth2 * ZL =
0.58
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
0.58
Wetted Perimeter (P)
P=PL+PB+PR=
3.94
PL = Depth * (ZL2 + 1)0.5 =
1.97
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
1.97
Hydraulic Radius (R)
R = A / P = 0.3
Flow (Q)
Q=1.486/n*A*R2/3*S1/2= 8.2
Velocity (V)
V = Q / A = 7.05
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
2.02
Channel Safety Factor = (Tp / Td)
1.11
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 7/17/2018, 2:01 PM

ECMD S 6.0
https://ecmds.com/project/13 5119/channel-analysis/ 13 8008/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * 1-CF * ns / n 2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Mannin 's N value for selected Product
0.075
Cross -Sectional Area (A)
A=AL+AB+AR=
2.98
AL = 1/2 * De th2 * ZL =
1.49
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
1.49
Wetted Perimeter (P)
P=PL+PB+PR=
6.31
PL=Depth * ZL2+10.5=
3.15
PB = Channel Bottom Width =
0
PR=Depth * ZR2+10.5
3.15
Hydraulic Radius (R)
R = A / P = 0.47
Flow (Q)
=1.486/n*A*R2/3*S1/2= 8.2
Velocity (V)
V= Q / A = 2.75
Channel Shear Stress (Te)
Td=62.4*Depth *Sloe=
3.24
Channel Safety Factor = T / Td
1.3
Effective Stress on Blanket(Tdb)
Te = Td * 1-CF * ns/n 2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Mattin T e
U nreinforced Vegetation
Mannin 's N value for selected Product
0
Cross -Sectional Area (A)
2 of 3 7/17/2018, 2:01 PM

ECMD S 6.0
https://ecmds.com/project/13 5119/channel-analysis/ 13 8008/calculations
A=AL+AB+AR=
1 2.98
AL = (1/2) * Depth2 * ZL =
1.49
AB = Bottom Width * Depth =
0
AR = 1/2 * De th2 * ZR =
1.49
Wetted Perimeter (P)
P=PL+PB+PR=
6.31
PL = Depth * (ZL2 + 1)0.5 =
3.15
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
3.15
Hydraulic Radius (R)
R = A / P = 0.47
Flow (Q)
=1.486/n*A*R2/3*S1/2= 8.2
Velocity (V)
V = Q / A = 2.75
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
3.24
Channel Safety Factor = T / Td
1.3
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * 1-CF * ns / n 2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil Bend
3 of 3 7/17/2018, 2:01 PM

ECMDS 6.0
https://ecmds.com/project/ 13 5119/channel-analysis/142907/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
> > > Ditch 1
Name
Ditch 1
Discharge
1.03
Peak Flow Period
24
Channel Slope
0.036
Channel Bottom Width
0
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
3
2
C 6-12 in
Mix (Sod and Bunch)
Good 75-95%
Silt Loam
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Unreinforced Vegetation
- Class C -
Mix (Sod & Bunch)
- Good 75-95%
Phase
Reach
Discharge
Velocity
Normal Depth
Mannings N
Permissable Shear
Calculated Shear
Safety
Remark
Staple
Stress
Stress
Factor
Pattern
Unreinforced Straight
1.03 cfs
0.82 ft/s 0.71 ft
0.162 4.2 Ibs/ft2
1.59 Ibs/ft2
2.64 STABLE
Vegetation
Underlying Straight
1.03 cfs
0.82 ft/s 0.71 ft
-- 0.04 Ibs/ft2
0 Ibs/ft2
9.56 STABLE
Substrate
DS75
Phase Reach Discharge Velocity Normal Depth Mannings N Perm issable Shear I Calculated Shear Safety Remarks Staple
Stress Stress Factor Pattern
DS75 Straight 1.03 cfs 1.86 ft/s 0.47 ft 0.055 1.55 Ibs/ft2 1.06 Ibs/ft2 1.46 STABLE D
Unvegetated
1 of 1 5/29/2018, 8:01 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 142907/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.162
Discharge:
1.03
Peak Flow Period:
24
Channel Slope:
0.036
Bottom Width:
0
Left Side Slope:
3
Right Side Slope:
2
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Silt Loam
Channel Lining Options
Protection Type Permanent
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0.162
Cross -Sectional Area (A)
A=AL+AB+AR=
1.25
AL = (1/2) * Depth2 * ZL =
0.75
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
0.5
Wetted Perimeter (P)
P=PL+PB+PR=
3.82
PL = Depth * (ZL2 + 1)0.5 =
2.24
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
1.58
Hydraulic Radius (R)
R = A / P = 0.33
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 1.03
Velocity (V)
V = Q / A = 0.82
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.59
Channel Safety Factor = (Tp / Td)
2.64
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 5/29/2018, 8:01 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 142907/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C *(ns /n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Mannin 's N value for selected Product
0
Cross -Sectional Area (A)
A=AL+AB+AR=
1.25
AL = 1/2 * De th2 * ZL =
0.75
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
0.5
Wetted Perimeter (P)
P=PL+PB+PR=
3.82
PL = Depth * (ZL2 + 1)0.5 =
2.24
PB = Channel Bottom Width =
0
PR = Depth * ZR2 + 1)0.5
1.58
Hydraulic Radius (R)
R = A / P = 0.33
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 1.03
Velocity (V)
V= Q / A = 0.82
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.59
Channel Safety Factor = T / Td
2.64
Effective Stress on Blanket(Tdb)
Te = Td * 1-CF * ns/n 2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
DS75
Mannin 's N value for selected Product
0.055
Cross -Sectional Area (A)
2 of 3 5/29/2018, 8:01 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 142907/calculations
A=AL+AB+AR=
1 0.55
AL = 1/2 * De th2 * ZL =
0.33
AB = Bottom Width * Depth =
0
AR = 1/2 * De th2 * ZR =
0.22
Wetted Perimeter (P)
P=PL+PB+PR=
2.54
PL=Depth * ZL2+10.5=
1.49
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
1.05
Hydraulic Radius (R)
R = A / P = 0.22
Flow (Q)
= 1.486 / n * A * R2/3 * S1/2 = 1.03
Velocity (V)
V= Q / A = 1.86
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.06
Channel Safety Factor = T / Td
1.46
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb=Tdb * 1-C * ns/n 2=
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat Bend
Conclusion: Stability of Underlying Soil Bend
3 of 3 5/29/2018, 8:01 PM

ECMDS 6.0
https://ecmds.com/project/135119/channel-analysis/153206/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
>> > Ditch 2
Name
Ditch 2
Discharge
5.39
Peak Flow Period
24
Channel Slope
0.04
Channel Bottom Width
0
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
3
10
C 6-12 in
Mix (Sod and Bunch)
Good 75-95%
Sandy Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Good 75-95%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Straight
5.39 cls 1.36 ft/s
0.78 ft
0.115 4.2 Ibs/ft2
1.95 Ibs/ft2
2.16 STABLE
Vegetation
Underlying
Straight
5.39 cls 1.36 ft/s
0.78 ft
-- 0.04 Ibs/ft2
0.01 Ibs/ft2
3.92 STABLE
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 5.39 cls 2.44 ft/s 0.58 ft 0.053 1.55 Ibs/ft2 1.46 Ibs/ft2 1.06 STABLE D
Unvegetated
1 of 1 11/13/2018, 11:22 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 206/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.115
Discharge:
5.39
Peak Flow Period:
24
Channel Slope:
0.04
Bottom Width:
0
Left Side Slope:
3
Right Side Slope:
10
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type lPermanent
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0.115
Cross -Sectional Area (A)
A=AL+AB+AR=
3.96
AL = (1/2) * Depth2 * ZL =
0.91
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
3.04
Wetted Perimeter (P)
P = PL + PB + PR =
10.31
PL = Depth * (ZL2 + 1)0.5 =
2.47
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
7.84
Hydraulic Radius (R)
R = A / P = 0.38
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 5.39
Velocity (V)
V = Q / A = 1.36
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.95
Channel Safety Factor = (Tp / Td)
2.16
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 11/13/2018, 11:22 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 206/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0
Cross -Sectional Area (A)
A=AL+AB+AR=
3.96
AL = (1/2) * Depth2 * ZL =
0.91
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
3.04
Wetted Perimeter (P)
P = PL + PB + PR =
10.31
PL = Depth * (ZL2 + 1)0.5 =
2.47
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
7.84
Hydraulic Radius (R)
R = A / P = 0.38
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 5.39
Velocity (V)
V = Q / A = 1.36
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.95
Channel Safety Factor = (Tp / Td)
2.16
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil (Bend)
Material Type
Matting Type
DS75
Manning's N value for selected Product
0.053
Cross -Sectional Area (A)
2 of 3 11/13/2018, 11:22 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 206/calculations
A=AL+AB+AR=
1 2.21
AL = (1/2) * Depth2 * ZL =
0.51
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
1.7
Wetted Perimeter (P)
P=PL+PB+PR=
7.71
PL = Depth * ZL2 + 1)0.5 =
1.85
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
5.87
Hydraulic Radius (R)
R = A / P = 0.29
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 5.39
Velocity (V)
V= Q / A = 2.44
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.46
Channel Safety Factor = (Tp / Td)
1.06
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil (Bend)
3 of 3 11/13/2018, 11:22 PM

ECMDS 6.0
https://ecmds.com/project/135119/channel-analysis/153207/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
>> > Ditch 3
Name
Ditch 3
Discharge
12
Peak Flow Period
24
Channel Slope
0.0274
Channel Bottom Width
0
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
3
10
C 6-12 in
Mix (Sod and Bunch)
Good 75-95%
Sandy Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Good 75-95%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Straight 12 cfs 1.73 ft/s 1.03 ft
0.09 4.2 Ibs/ft2
1.76 Ibs/ft2
2.38 STABLE
Vegetation
Underlying
Straight 12 cfs 1.73 ft/s 1.03 ft
-- 0.04 Ibs/ft2
0.01 Ibs/ft2
2.66 STABLE
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 12 cfs 2.79 ft/s 0.81 ft 0.048 1.55 Ibs/ft2 1.39 Ibs/ft2 1.11 STABLE D
Unvegetated
1 of 1 11/13/2018, 11:23 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 207/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.09
Discharge:
12
Peak Flow Period:
24
Channel Slope:
0.0274
Bottom Width:
0
Left Side Slope:
3
Right Side Slope:
10
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type lPermanent
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0.09
Cross -Sectional Area (A)
A=AL+AB+AR=
6.92
AL = (1/2) * Depth2 * ZL =
1.6
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
5.33
Wetted Perimeter (P)
P = PL + PB + PR =
13.64
PL = Depth * (ZL2 + 1)0.5 =
3.26
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
10.37
Hydraulic Radius (R)
R = A / P = 0.51
Flow (Q)
Q=1.486/n*A*R2/3*S1/2= 12
Velocity (V)
V = Q / A = 1.73
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.76
Channel Safety Factor = (Tp / Td)
2.38
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 11/13/2018, 11:23 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 207/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0
Cross -Sectional Area (A)
A=AL+AB+AR=
6.92
AL = (1/2) * Depth2 * ZL =
1.6
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
5.33
Wetted Perimeter (P)
P = PL + PB + PR =
13.64
PL = Depth * (ZL2 + 1)0.5 =
3.26
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
10.37
Hydraulic Radius (R)
R = A / P = 0.51
Flow (Q)
Q=1.486/n*A*R2/3*S1/2= 12
Velocity (V)
V = Q / A = 1.73
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.76
Channel Safety Factor = (Tp / Td)
2.38
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil (Bend)
Material Type
Matting Type
DS75
Manning's N value for selected Product
0.048
Cross -Sectional Area (A)
2 of 3 11/13/2018, 11:23 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 207/calculations
A=AL+AB+AR=
1 4.3
AL = (1/2) * Depth2 * ZL =
0.99
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
3.31
Wetted Perimeter (P)
P=PL+PB+PR=
10.75
PL=Depth * ZL2+10.5=
2.57
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
8.18
Hydraulic Radius (R)
R = A / P = 0.4
Flow (Q)
Q=1.486/n*A*R2/3*S1/2= 12
Velocity (V)
V= Q / A = 2.79
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.39
Channel Safety Factor = (Tp / Td)
1.11
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil (Bend)
3 of 3 11/13/2018, 11:23 PM

ECMDS 6.0
https://ecmds.com/project/135119/channel-analysis/153208/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
>> > Ditch 4
Name
Ditch 4
Discharge
15.11
Peak Flow Period
24
Channel Slope
0.0286
Channel Bottom Width
0
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
DS150
3
10
C 6-12 in
Mix (Sod and Bunch)
Good 75-95%
Sandy Loam
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS150 Straight 15.11 cfs 3.07 ft/s 0.87 ft 0.047 1.75 Ibs/ft2 1.55 Ibs/ft2 1.13 STABLE D
Unvegetated
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Good 75-95%
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Straight 15.11 cfs 1.99 ft/s
1.08 ft
0.083 4.2 Ibs/ft2
1.93 Ibs/ft2
2.18 STABLE
Vegetation
Underlying
Straight 15.11 cfs 1.99 ft/s
1.08 ft
-- 0.04 Ibs/ft2
0.02 Ibs/ft2
2.04 STABLE
Substrate
1 of 1 11/13/2018, 11:27 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 208/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.083
Discharge:
15.11
Peak Flow Period:
24
Channel Slope:
0.0286
Bottom Width:
0
Left Side Slope:
3
Right Side Slope:
10
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type lPermanent
Material Type
Matting Type
DS150
Manning's N value for selected Product
0.047
Cross -Sectional Area (A)
A=AL+AB+AR=
4.93
AL = (1/2) * Depth2 * ZL =
1.14
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
3.79
Wetted Perimeter (P)
P = PL + PB + PR =
11.51
PL = Depth * (ZL2 + 1)0.5 =
2.75
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
8.75
Hydraulic Radius (R)
R = A / P = 0.43
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 15.11
Velocity (V)
V = Q / A = 3.07
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.55
Channel Safety Factor = (Tp / Td)
1.13
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 11/13/2018, 11:29 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 208/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0.083
Cross -Sectional Area (A)
A=AL+AB+AR=
7.58
AL = (1/2) * Depth2 * ZL =
1.75
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
5.83
Wetted Perimeter (P)
P = PL + PB + PR =
14.27
PL = Depth * (ZL2 + 1)0.5 =
3.42
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
10.85
Hydraulic Radius (R)
R = A / P = 0.53
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 15.11
Velocity (V)
V = Q / A = 1.99
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.93
Channel Safety Factor = (Tp / Td)
2.18
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil (Bend)
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0
Cross -Sectional Area (A)
2 of 3 11/13/2018, 11:29 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 208/calculations
A=AL+AB+AR=
1 7.58
AL = (1/2) * Depth2 * ZL =
1.75
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
5.83
Wetted Perimeter (P)
P=PL+PB+PR=
14.27
PL=Depth * ZL2+10.5=
3.42
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
10.85
Hydraulic Radius (R)
R = A / P = 0.53
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 15.11
Velocity (V)
V= Q / A = 1.99
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.93
Channel Safety Factor = (Tp / Td)
2.18
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil (Bend)
3 of 3 11/13/2018, 11:29 PM

ECMDS 6.0
https://ecmds.com/project/135119/channel-analysis/153299/show
NORTH
AMERICAN
REEK
CHANNEL ANALYSIS
>> > Ditch 5
Name
Ditch 5
Discharge
9.73
Peak Flow Period
24
Channel Slope
0.036
Channel Bottom Width
0
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
C125
3
3
C 6-12 in
Mix (Sod and Bunch)
Good 75-95%
Sandy Loam
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C125 Straight 9.73 cls 6.51 ft/s 0.71 ft 0.021 2.25 Ibs/ft2 1.59 Ibs/ft2 1.42 STABLE D
Unvegetated
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Good 75-95%
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Straight 9.73 cls 2.53 ft/s
1.13 ft
0.074 4.2 Ibs/ft2
2.55 Ibs/ft2
1.65 STABLE
Vegetation
Underlying
Straight 9.73 cls 2.53 ft/s
1.13 ft
-- 0.04 Ibs/ft2
0.03 Ibs/ft2
1.23 STABLE
Substrate
1 of 1 11/13/2018, 11:11 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 299/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Specify Manning's n:
0.074
Discharge:
9.73
Peak Flow Period:
24
Channel Slope:
0.036
Bottom Width:
0
Left Side Slope:
3
Right Side Slope:
3
Existing Channel Bend:
Bend Coefficient (Kb):
1
Channel Radius :
Retardance Class (A - E):C
6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 75-95%
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type lPermanent
Material Type
Matting Type
C125
Manning's N value for selected Product
0.021
Cross -Sectional Area (A)
A=AL+AB+AR=
1.5
AL = (1/2) * Depth2 * ZL =
0.75
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
0.75
Wetted Perimeter (P)
P = PL + PB + PR =
4.47
PL = Depth * (ZL2 + 1)0.5 =
2.23
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
2.23
Hydraulic Radius (R)
R = A / P = 0.33
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 9.73
Velocity (V)
V = Q / A = 6.51
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
1.59
Channel Safety Factor = (Tp / Td)
1.42
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 11/13/2018, 11:11 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 299/calculations
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil Bend
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0.074
Cross -Sectional Area (A)
A=AL+AB+AR=
3.85
AL = (1/2) * Depth2 * ZL =
1.93
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
1.93
Wetted Perimeter (P)
P = PL + PB + PR =
7.17
PL = Depth * (ZL2 + 1)0.5 =
3.58
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
3.58
Hydraulic Radius (R)
R = A / P = 0.54
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 9.73
Velocity (V)
V = Q / A = 2.53
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
2.55
Channel Safety Factor = (Tp / Td)
1.65
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear Ta =
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil (Bend)
Material Type
Matting Type
lUnreinforced Vegetation
Manning's N value for selected Product
0
Cross -Sectional Area (A)
2 of 3 11/13/2018, 11:11 PM

ECMDS 6.0
https ://ecmds. com/proj ect/ 13 5119/channel-analysis/ 153 299/calculations
A=AL+AB+AR=
1 3.85
AL = (1/2) * Depth2 * ZL =
1.93
AB = Bottom Width * Depth =
0
AR = (1/2) * Depth2 * ZR =
1.93
Wetted Perimeter (P)
P=PL+PB+PR=
7.17
PL=Depth * ZL2+10.5=
3.58
PB = Channel Bottom Width =
0
PR = Depth * (ZR2 + 1)0.5
3.58
Hydraulic Radius (R)
R = A / P = 0.54
Flow (Q)
Q = 1.486 / n * A * R2/3 * S1/2 = 9.73
Velocity (V)
V= Q / A = 2.53
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
2.55
Channel Safety Factor = (Tp / Td)
1.65
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 =
CF =
ns =
Soil Safety Factor
Allowable Soil Shear (Ta) _
Soil Safety Factor = Ta / Te =
Bend Shear Stress (Tdb)
Tdb =
Bend Safety Factor
Tdb =
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 =
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te =
Conclusion: Stability of Mat
STABLE
Conclusion: Stability of Underlying soil
STABLE
Conclusion: Stability of Mat (Bend)
Conclusion: Stability of Underlying Soil (Bend)
3 of 3 11/13/2018, 11:11 PM

ECMDS 6.0
https:Hecmds.com/project/I 3 5119/slope-analysis/153165/show
NORTH
AMERICAN
REEK
SLOPE ANALYSIS
> > > rear lots
Country
United States
State/Region
North Carolina
City
Charlotte
Annual R Factor
175.00
Adjusted R Factor
42.00
Total Slope Length
20
Protection Type
Permanent
Protection Period
3
Beginning Month
April
Slope Gradient (1-1:1)
2
Soil Type
Sandy Loam
K Factor
0.19
Reach 1
Start: Oft End: 20 ft
Vegetation Type: 75-95%
Material ASL bare ASL mat MSL bare MSL mat
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Soil Loss SF Remarks Staple / App
Tolerance Rate
S75BN 0.11 in 0.01 in 0.18 in 0.02 in 0.25 in
Estb. Veg. 0.65 in 0.01 in 0.00 in 0.00 in 0.03 in
>10 STABLE D
2.299 STABLE --
1 of 1 11/18/2018, 2:52 PM

ECMDS 6.0
https: Hecmds. com/proj ect/ 13 5119/slope-analysis/ 153165/calculations
NORTH
AMERICAN
REEK
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Project Location:
Charlotte, North
Carolina United
States
Slope Length:
20
Project Start:
April
Protection Period:
3
Slope Gradient (_H:1V):
2
Soil Type:
Sandy Loam
Project Analysis - C125
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Horizontal Slope Distance = A =
100
Slope Angle (0) =
26.57
Rill:Interril = P = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = P / ( 1 + P) =
0.82
L factor =
1.12
RUSLE Variables
Soil Erodibility Factor:
0.190
Slope length & Gradient Factor (LS Factor):
3
Periodic Rainfall Factor (R Factor):
275
Annual Rainfall Factor:
Cover Factor (C Factor):
0.090000000
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
2.59
ASLMat = ASLBare * C factor =
0.23
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
4.5281
MSLMat = ASLBare * C factor =
0.40753
Safety Factor (SF)
SF = SLT / MSLMat = 0.61
Project Analysis - Estb. Veg.
Slope Steepness Factor (S factor)
S factor if slope gradient > 90/o:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Horizontal Slope Distance = A =
100
Slope Angle (0) =
26.57
Rill:Interril = P = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = P / ( 1 + P) =
0.82
L factor =
1.12
RUSLE Variables
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
1 of 3 11/18/2018, 2:52 PM

ECNIDS 6.0
https: Hecmds. com/proj ect/ 13 5119/slope-analysis/ 153165/calculations
Soil Erodibility Factor:
0.190
Slope length & Gradient Factor (LS Factor):
3
Periodic Rainfall Factor (R Factor):
275
Annual Rainfall Factor:
Cover Factor (C Factor):
0.04200
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
2.44
ASLMat = ASLBare * C factor =
0.1
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0
MSLMat = ASLBare * C factor =
0
Safety Factor (SF)
SF = SLT / MSLMat = 0.29
Project Analysis - S75
Slope Steepness Factor (S factor)
S factor if slope gradient > 90/o:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Horizontal Slope Distance = A =
100
Slope An le 6 =
26.57
Rill:Interril = P = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = P / ( 1 + P) =
0.82
L factor =
1.12
RUSLE Variables
Soil Erodibility Factor:
0.190
Slope length & Gradient Factor (LS Factor):
3
Periodic Rainfall Factor (R Factor):
275
Annual Rainfall Factor:
Cover Factor (C Factor):
0.300000000
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
2.59
ASLMat = ASLBare * C factor =
0.78
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
4.5281
MSLMat = ASLBare * C factor =
1.35843
Safety Factor (SF)
SF = SLT / MSLMat = 0.18
Project Analysis - SC250
Slope Steepness Factor (S factor)
S factor if slope gradient > 90/o:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Horizontal Sloe Distance = A =
100
Slope Angle 6 =
26.57
Rill:Interril = P = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = P / ( 1 + P) =
0.82
L factor =
1.12
RUSLE Variables
Soil Erodibility Factor:
0.190
Slope length & Gradient Factor (LS Factor):
3
Periodic Rainfall Factor R Factor):
275
Annual Rainfall Factor:
Cover Factor (C Factor):
0.055500000
Soil Loss Tolerance (SLT):
0.03
2 of 3 11/18/2018, 2:52 PM

ECNIDS 6.0
https: Hecmds. com/proj ect/ 13 5119/slope-analysis/ 153165/calculations
Average Soil Loss
ASLBare = 0.00595 * RLSK =
2.59
ASLMat = ASLBare * C factor =
0.14
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
4.5281
MSLMat = ASLBare * C factor =
0.25131
Safety Factor (SF)
SF = SLT / MSLMat = 0.99
Project Analysis - SC250 Reinf. Veg
Slope Steepness Factor (S factor)
S factor if slope gradient > 90/o:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Horizontal Slope Distance = A =
100
Slope Angle (0) =
26.57
Rill:Interril = P = sin 0 / 0.0896 / 3.0 sin 6 0.8 + 0.56 * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + P) =
0.82
L factor =
1.12
RUSLE Variables
Soil Erodibility Factor:
0.190
Slope length & Gradient Factor (LS Factor):
3
Periodic Rainfall Factor (R Factor):
275
Annual Rainfall Factor:
Cover Factor (C Factor):
0.00250
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
2.44
ASLMat = ASLBare * C factor =
0.01
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
3.65303
MSLMat = ASLBare * C factor =
0.00913
Safety Factor (SF)
SF = SLT / MSLMat = 4.92
3 of 3 11/18/2018, 2:52 PM

PRE -DEVELOPED RUNOFF CALCULATIONS

PRE -WEST -AREA
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 1
Area Listing (selected nodes)
Area CN Description
(sq-ft) (s u bcatch m ent-n u m be rs)
128,362 61 >75% Grass cover, Good, HSG B (DA-WEST-PRE)
6,183 98 Gravel roads, HSG B (DA-WEST-PRE)
3,079 98 Roofs, HSG B (DA-WEST-PRE)
889,053 60 Woods, Fair, HSG B (DA-WEST-PRE)
1,026,677 60 TOTAL AREA

PRE -WEST -AREA
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 2
Soil Listing (selected nodes)
Area Soil Subcatchment
(sq-ft) Group Numbers
0
HSG A
1,026,677
HSG B DA-WEST-PRE
0
HSG C
0
HSG D
0
Other
1,026,677
TOTAL AREA

PRE -WEST -AREA
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 3
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover
0 128,362
0
0
0
128,362
>75% Grass
cover, Good
0 6,183
0
0
0
6,183
Gravel roads
0 3,079
0
0
0
3,079
Roofs
0 889,053
0
0
0
889,053
Woods, Fair
0 1,026,677
0
0
0
1,026,677
TOTAL AREA
Su
NL

PRE -WEST -AREA Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment DA-WEST-PRE: Subcat DA-WEST-PRE
Runoff = 8.13 cfs @ 12.28 hrs, Volume= 47,324 cf, Depth= 0.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (sf) CN Description
128,362
61
>75% Grass cover, Good, HSG B
6,183
98
Gravel roads, HSG B
3,079
98
Roofs, HSG B
889,053
60
Woods, Fair, HSG B
1,026,677
60
Weighted Average
1,017,415
99.10% Pervious Area
9,262
0.90% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
13.5
101
0.0670
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.12"
2.3
162
0.0570
1.19
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
12.1
2,107
0.0320
2.91
131.06 Channel Flow,
Area= 45.0 sf Perim= 67.0' r= 0.67'
n= 0.070 Sluaaish weedv reaches w/pools
27.9 2,370 Total
Subcatchment DA-WEST-PRE: Subcat DA-WEST-PRE
Hydrograph
■ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE -WEST -AREA Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment DA-WEST-PRE: Subcat DA-WEST-PRE
Runoff = 41.29 cfs @ 12.24 hrs, Volume= 176,266 cf, Depth= 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.21"
Area (sf) CN Description
128,362
61
>75% Grass cover, Good, HSG B
6,183
98
Gravel roads, HSG B
3,079
98
Roofs, HSG B
889,053
60
Woods, Fair, HSG B
1,026,677
60
Weighted Average
1,017,415
99.10% Pervious Area
9,262
0.90% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
13.5
101
0.0670
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.12"
2.3
162
0.0570
1.19
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
12.1
2,107
0.0320
2.91
131.06 Channel Flow,
Area= 45.0 sf Perim= 67.0' r= 0.67'
n= 0.070 Sluaaish weedv reaches w/pools
27.9 2,370 Total
Subcatchment DA-WEST-PRE: Subcat DA-WEST-PRE
Hydrograph
■ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

POST DEVELOPED RUNOFF CALCULATIONS

POST -WEST -AREA
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 1
Area Listing (selected nodes)
Area CN Description
(sq-ft) (s u bcatch m ent-n u m be rs)
130,244 61 >75% Grass cover, Good, HSG B (DA-WEST-POST)
7,754 98 Paved parking, HSG B (DA-WEST-POST)
4,879 98 Paved roads w/open ditches, 50% imp, HSG B (DA-WEST-POST)
76,056 98 Roofs, HSG B (DA-WEST-POST)
257,309 60 Woods, Fair, HSG B (DA-WEST-POST)
476,242 67 TOTAL AREA

POST -WEST -AREA
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 2
Soil Listing (selected nodes)
Area Soil Subcatchment
(sq-ft) Group Numbers
0
HSG A
476,242
HSG B DA-WEST-POST
0
HSG C
0
HSG D
0
Other
476,242
TOTAL AREA

POST -WEST -AREA
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 3
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover
0 130,244
0
0
0
130,244
>75% Grass
cover, Good
0 7,754
0
0
0
7,754
Paved parking
0 4,879
0
0
0
4,879
Paved roads
w/open ditches,
50% imp
0 76,056
0
0
0
76,056
Roofs
0 257,309
0
0
0
257,309
Woods, Fair
0 476,242
0
0
0
476,242
TOTAL AREA

POST -WEST -AREA Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment DA-WEST-POST: Subcat DA-WEST-POST
Runoff = 7.74 cfs @ 12.24 hrs, Volume= 34,858 cf, Depth= 0.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (sf) CN Description
130,244
61
>75% Grass cover, Good, HSG B
7,754
98
Paved parking, HSG B
4,879
98
Paved roads w/open ditches, 50% imp, HSG B
76,056
98
Roofs, HSG B
257,309
60
Woods, Fair, HSG B
476,242
67
Weighted Average
389,993
81.89% Pervious Area
86,250
18.11 % Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
13.6
101
0.0660
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.12"
2.9
542
0.0430
3.11
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.2
60
0.0100
6.44
11.38
Pipe Channel, RCP —Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.012 Concrete pipe, finished
10.0
1,602
0.0270
2.68
120.39
Channel Flow,
Area= 45.0 sf Perim= 67.0' r= 0.67'
n= 0.070 Sluaaish weedv reaches w/pools
26.7 2,305 Total

POST -WEST -AREA
Type 11 24-hr 2-yr Rainfall=3.55"
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 5
N
U
Subcatchment DA-WEST-POST: Subcat DA-WEST-POST
Hydrograph
Time (hours)
❑ Runoff

POST -WEST -AREA Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment DA-WEST-POST: Subcat DA-WEST-POST
Runoff = 26.97 cfs @ 12.21 hrs, Volume= 106,740 cf, Depth= 2.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.21"
Area (sf) CN Description
130,244
61
>75% Grass cover, Good, HSG B
7,754
98
Paved parking, HSG B
4,879
98
Paved roads w/open ditches, 50% imp, HSG B
76,056
98
Roofs, HSG B
257,309
60
Woods, Fair, HSG B
476,242
67
Weighted Average
389,993
81.89% Pervious Area
86,250
18.11 % Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
13.6
101
0.0660
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.12"
2.9
542
0.0430
3.11
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.2
60
0.0100
6.44
11.38
Pipe Channel, RCP —Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.012 Concrete pipe, finished
10.0
1,602
0.0270
2.68
120.39
Channel Flow,
Area= 45.0 sf Perim= 67.0' r= 0.67'
n= 0.070 Sluaaish weedv reaches w/pools
26.7 2,305 Total

POST -WEST -AREA
Type 11 24-hr 25-yr Rainfall=6.21 "
Prepared by DeaIAC Printed 11/13/2018
HydroCAD® 10.00-21 s/n 10242 © 2018 HydroCAD Software Solutions LLC Page 7
■ Runoff