HomeMy WebLinkAboutWPO201900027 Calculations 2022-11-07PLEASANT GREEN- CONNECTOR ROAD
STORMWATER MANAGEMENT CALCULATIONS PACKET
G
SCOTT /R. '0,%LINS Zo
No. 35791 a
8/24/22
0G
Date of Calculations
OCTOBER 2, 2020
Revised on
NOVEMBER 17, 2020
Revised on
JANUARY 27, 2021
Revised on
AUGUST 24, 2022
COLLINS ENGINEERING
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE, VA 22902
434.293.3719 PH
434.293.2813 FX
www.collins-engineering.com
SCS TR-55 Calculations
lei
Soils Table
(Source: NRCS Web Soil Survey Online Database)
Albemarle County, Virginia (VA003)
Map
Unit
Map Unit Name
percent of
Symbol
cen
01
7B
Braddock loam,
13.0%
2 to 7 percent
slopes
17
Craigsville loam,
51.9%
0 to 2 percent
slopes,
frequently
flooded
37D3
Hayesville clay
35.1%
loam, 15 to 25
percent slopes,
severely eroded
Totals for Area of
100.00/0
Interest
The NRCS web soil survey defines this development's soils as predominantly having a hydrologic group type A.
Precipitation Data
(Source: NOAA's National Weather Service, Hydrometerorological Design Studies Center, Atlas 14
Point Precipitation Frequency Estimates)
Map
Terrain
�K
yo
0
%
Bn7n
S7
) Jeremiah
�n
o
n P
0or9am" < ? v!
noq o D
C �
a)
6 ar0a'nrn Bran
s
Rn
100m Jarman. Gap Rd
J"d,
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14, Volume 2, Version 3
I PDS-based precipitation frequency estimates with 90 % confidence intervals (in inches)' I
3.08 3.72 C74 5.59 6.84 7.97 9.09 10A 12.3 140
24.Ir (2.77-344) 1 (3.354.16) 1 (4.255.30) 1 (5.005.24) 1 (6.08-7.62) 1 (6.9".80) 1 (7.90.10.1) 1 (8.W11.5) 1 (10.5-13.7) 1 (11.7-15.6)
k
\\
)
}(
)
I
k
\
�
`
\\
-
\\
j
�\
f
�z
�o
/
§
40
f}}
,
IQ
0
°m)
)
\{
),�
,
-
f/2
E0-
�� }��
}
0m
U.S. Department of Agriculture
Natural Resources Conservation Service
TR 55 Worksheet 3: Time of Concentration (T j or Travel Time (TJ
Project: Pleasant Green- Connector Rd.
Location: Orchard Dr. Connection
Check One: Present X Developed X
Check One: T, X T,
Sheet Flow: (Applicable to T, only)
Designed By: FGM, PE
Checked By: SRC, PE
Through subarea n/a
Segment ID:
1 Surface description (Table 3-1)
2 Manning's roughness coeff., n (Table 3-1)
3 Flow length, L (total L < 100) (ft)
4 Two-year 24-hour rainfall, Pz (in.)
5 Land slope, s (ft/ft)
6 Compute T, _ [0.007(n*L)"] / P2" SIA
Shallow Concentrated Flow:
7 Surface description (paved or unpaved)
8 Flow Length, L (ft)
9 Watercourse slope, s (ft/ft)
10 Average velocity, V (Figure 3-1) (ft/s)
11 Tt= L / 3600*V
Channel Flow:
12 Cross sectional flow area, a (ft)
13 Wetted perimeter, Pw (ft)
14 Hydraulic radius, r= a/Pw (ft)
15 Channel Slope, s (ft/ft)
16 Manning's Roughness Coeff, n
17 V= [ 1.49r2/3s05 ] / n
18 Flow length, L (ft)
19 T,= L / 3600*V
20 Watershed orsubareaT,orT,
(Add Tt in steps 6, 11 and 19)
Note: The shoretest SCS Tc is 0.10 hrs.
FL-ENG-21A
06/04
Date: 1/27/2021
Date: 1/27/2021
DAA
DAA
(Pre-Dev.)
(Post-Dev.)
Woods- Light
Dense
Underbrush
Grass
0.4
0.24
100
30
3.72
3.72
0.180
0.067
0.14
0.05
Unpaved
Paved
140
10
0.04
0.02
3.2
2.9
0.01
0.00
o
LL
E
+
ON
c
C
of
ul
�
u
Y
o
m
3
c
N
N
0.02
0.15 1 0.10
U.S. Department of Agriculture
Natural Resources Conservation Service
TR 55 Worksheet 4: Graphical Peak Discharge Method
Project: Pleasant Green- Connector Rd. Designed By: FGM, PE Date: 11/17/2020
Location: Orchard Dr. Connection Checked By: SRC, PE Date: 11/17/2020
Check One: Present X Developed X
1. Data
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
DA A
(Pre-Dev.)
DA A
(Post-Dev.)
Drainage Area (Am) in mileS2 =
0.0014
0.0014
Runoff curve number CN=
55
90
Time of concentration (Tc)=
0.15
0.10
Rainfall distribution type=
II
II
Pond and swamp areas spread
throughout the watershed=
0
0
2. Frequency -years
1 2
10
1
2
10
3. Rainfall, P (24 hour)- inches
3.08 3.72
5.59
3.08
3.72
5.59
4. Initial Abstraction, la- inches
1.64 1.64
1.64
0.21
0.21
0.21
5. Compute la/P
0.53 0.44
0.29
0.07
0.06
0.04
6. Unit peak discharge, Qu- csm/in
425 600
825
1000
1000
1000
7. Runoff, Q from Worksheet 2- inches
0.22 0.42
1.29
2.10
2.70
4.50
8. Pond and Swamp adjustment factor, Fp
1 1 1
1
1
1 1
1
1
9. Peak Discharge, Qp- cfs
where Qp=Qu Am Q Fp
See SCS Unit
I Hydrographs
See SCS Unit
Hydrographs
WATERSHED SUMMARY
CN ac. cfs cfs cfs
FA (Pre-Dev.) 55 0.92 0.17 0.33 1.73
A (Post-Dev.) 90 0.92 3.05 3.92 6.53
Channel and Flood Protection Computations
9 VAC 25-870-66
Section B: Channel Protection
"Concentrated stormwater flow shall be released into a stormwater conveyance system and
shall meet the criteria in subdivision 1, 2 or 3 of this subsection..."
Section B.1: Manmade stormwater conveyance systems
"When stormwater from a development is discharged to a manmade stormwater conveyance
system, following the land -disturbing activity, either..." a. or b. shall be met:
Section B.l.a.
"The manmade stormwater conveyance system shall convey the postdevelopment peak flow
rate from the two-year 24-hour storm event without causing erosion of the system."
Note, the 2-year 24-hour storm event is not erosive on concrete pipe and riprap.
Section B.4 Limits of Analysis
"stormwater conveyance systems shall be analyzed for compliance with channel protection
criteria to a point where either.." a. or b. are met
Section B.4.a.
"Based on land area, the site's contributing drainage area is less than or equal to 1.0% of the
total watershed area;"
Note, the analysis terminates at the point of analysis (i.e. the location in Powells Creek where
manmade riprap improvements are proposed).
9 VAC 25-870-66
Section C: Flood Protection
"Concentrated stormwater flow shall be released into a stormwater conveyance system and
shall meet one of the following criteria as demonstrated by use of acceptable hydrologic and
hydraulic methodologies:"
Section C.2.a.:
The point of discharge "confines the postdevelopment peak flow rate from the 10-year 24-
hour storm event within the stormwater conveyance system to avoid the localized flooding."
Note, the 10-year 24-hour storm event is confimed within the storm sewer and riprap outlet
protection located within Powells Creek.
Section C.3.c Limits of Analysis
The flood protection analysis terminates at the site outfall because, "the stormwater
conveyance system enters a mapped floodplain."
Pre -Development Inflow Hydrographs
(Pre-Dev. Subarea A)
Worksheet 5b (Modified for Clarity): Basic watershed Data
1-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc (hrs.) Tt (hr.) la / P Am;Q (mi2-in)
DAA (Pre-Dev.) 0.15 0.15 0.53 0.000311
Hydrograph Time 1-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.00
11.3
0.00
11.6
0.00
11.9
0.00
12.0
0.02
12.1
0.17
12.2
0.12
12.3
0.06
12.4
0.05
12.5
0.05
12.6
0.04
12.7
0.04
12.8
0.03
13.0
0.03
13.2
0.03
13.4
0.03
13.6
0.02
13.8
0.02
14.0
0.02
14.3
0.02
14.6
0.02
15.0
0.02
15.5
0.02
16.0
0.01
16.5
0.01
17.0
0.01
17.5
0.01
18.0
0.01
19.0
0.01
20.0
0.01
22.0
0.01
26.0
0.00
0.18
0.16
0.14
0.12
0.10
0.08
0.06
0.04
0.02
0.00
-0.02
SCS TR-55 Pre -Development Unit
Hydrograph (DA A)
0.0
Worksheet 5b (Modified for Clarity): Basic watershed Data
2-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc (hrs.) Tt (hr.) la / P Am;Q (mi2-in)
DAA (Pre-Dev.) 0.15 0.15 0.44 0.001
Hydrograph Time 2-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.00
11.3
0.00
11.6
0.00
11.9
0.00
12.0
0.04
12.1
0.33
12.2
0.23
12.3
0.12
12.4
0.10
12.5
0.09
12.6
0.08
12.7
0.07
12.8
0.07
13.0
0.06
13.2
0.05
13.4
0.05
13.6
0.05
13.8
0.04
14.0
0.04
14.3
0.04
14.6
0.04
15.0
0.03
15.5
0.03
16.0
0.03
16.5
0.03
17.0
0.03
17.5
0.02
18.0
0.02
19.0
0.02
20.0
0.02
22.0
0.02
26.0
0.00
0.35 F-
SCS TR-55 Pre -Development Unit
Hydrograph (DA A)
Worksheet 51b (Modified for Clarity): Basic watershed Data
10-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc (hrs.) Tt (hr.) la / P Am`Q (mil -in)
DAA (Pre-Dev.) 0.15 0.15 0.29 0.0019
Hydrograph Time 10-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.00
11.3
0.00
11.6
0.00
11.9
0.29
12.0
1.05
12.1
1.73
12.2
0.97
12.3
0.40
12.4
0.32
12.5
0.28
12.6
0.23
12.7
0.20
12.8
0.18
13.0
0.16
13.2
0.14
13.4
0.13
13.6
0.12
13.8
0.11
14.0
0.10
14.3
0.09
14.6
0.09
15.0
0.08
15.5
0.07
16.0
0.06
16.5
0.06
17.0
0.06
17.5
0.05
18.0
0.05
19.0
0.04
20.0
0.04
22.0
0.04
26.0
0.00
.00 1IL
.ao
1.60
1.40
1.20
1.00
0.90
0.60
0.40
0.20
0.00
0
SCS TR-55 Pre -Development Unit
Hydrograph (DA A)
Post -Development Inflow Hydrographs
(Post-Dev. Subarea A)
Worksheet 5b (Modified for Clarity): Basic watershed Data
1-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc (hrs.) Tt (hr.) la / P Am;Q (mi2-in)
DA A (Post-Dev.) 0.10 0.10 0.07 0.0030
Hydrograph Time 1-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.07
11.3
0.10
11.6
0.16
11.9
1.01
12.0
1.95
12.1
3.05
12.2
1.88
12.3
0.65
12.4
0.44
12.5
0.37
12.6
0.31
12.7
0.26
12.8
0.23
13.0
0.20
13.2
0.17
13.4
0.15
13.6
0.14
13.8
0.13
14.0
0.11
14.3
0.10
14.6
0.10
15.0
0.09
15.5
0.08
16.0
0.07
16.5
0.06
17.0
0.06
17.5
0.06
18.0
0.05
19.0
0.05
20.0
0.04
22.0
0.04
26.0
0.00
SCS TR-55 Post -Development Unit
Hydrograph (DA A)
Worksheet 5b (Modified for Clarity): Basic watershed Data
2-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc (hrs.) Tt (hr.) la / P Am;Q (mi2-in)
DA A (Post-Dev.) 0.10 0.10 0.06 0.0039
Hydrograph Time 2-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.09
11.3
0.13
11.6
0.21
11.9
1.30
12.0
2.51
12.1
3.92
12.2
2.42
12.3
0.84
12.4
0.57
12.5
0.48
12.6
0.40
12.7
0.33
12.8
0.29
13.0
0.26
13.2
0.22
13.4
0.20
13.6
0.18
13.8
0.16
14.0
0.15
14.3
0.13
14.6
0.12
15.0
0.11
15.5
0.10
16.0
0.09
16.5
0.08
17.0
0.08
17.5
0.07
18.0
0.07
19.0
0.06
20.0
0.05
22.0
0.05
26.0
0.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
0.50
0.00
0.0
SCS TR-55 Post -Development Unit
Hydrograph (DA A)
5.0 10.0 15.0 20.0 25.0 30.0
Worksheet 5b (Modified for Clarity): Basic watershed Data
10-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc (hrs.) Tt (hr.) la / P Am*Q (mil -in)
DA A (Post-Dev.) 0.10 0.10 0.04 0.0065
Hydrograph Time 10-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.16
11.3
0.22
11.6
0.34
11.9
2.16
12.0
4.18
12.1
6.53
12.2
4.03
12.3
1.40
12.4
0.95
12.5
0.80
12.6
0.67
12.7
0.56
12.8
0.49
13.0
0.43
13.2
0.37
13.4
0.33
13.6
0.30
13.8
0.27
14.0
0.25
14.3
0.22
14.6
0.21
15.0
0.19
15.5
0.17
16.0
0.15
16.5
0.14
17.0
0.13
17.5
0.12
18.0
0.12
19.0
0.10
20.0
0.08
22.0
0.08
26.0
0.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.0
SCS TR-55 Post -Development Unit
Hydrograph (DA A)
5.0 10.0 15.0 20.0 25.0 30.0
Post -Development Storm Sewer Calculations
(Confirms confinement of Post -Development Subarea A's 10-yr Storm)
1E
0
z
z
0
00
z
z
z
z
Z
Z
Z
.
.
.
.
.
.
.
.
.
.
.
. .
o
0
aQ
ox
I
'd
I
I
.cv
I
I
h
IpO
pO
0
-0
c;
0
0
c;
0
0
O
V4
u
u
u
P,
u
�,
u
N.
u
I
11
,
Riprap Lined Outlet Protection
Calculations Below the Conspan Structure
r
(�RRswRGI f IAN�R4r S .,Id,d.3, a`) (TNLal, t, oVIL*T Qp.CF(C{cN}�cH@S �L�G+Ll+Ts(iN5
vSE0 10 'E�eaMZ tNk F+c'l�i•+t of dn��t t;t 4�E!t s�.., REWi1 c+.�,
p�S�Gr� i�AbL ice+ 5 �g�tow� R2E -anrn lA Fi�000 aiisu2ANcE S�wi SIoo3CV DooC
Ar�E Ccw n y UA
r lac) cf-
Qso = Sao c rs
QSm a 13p cFS
4 4C-4 vtc�\ 7PFsxn1AC� MAWAL , SEctscN B,3.'a. 6 i c� YR JF oc�t ( SS � � � OE9E21ZNE S�ESt6N utas 1� YFA0.
7HC A---MCKCO MANN:N6S �Q`+RTion+ �%,�' g•�"� �5,
��� SzEe 3 pN SNccx 8-q VOc�T CC-(, Cj-ASS Z RVAAR IS Reav�aEO. s srwE +aL
A MRK2M�Pl CUtLtii vELALiYy OF H "IS
i Foe iMsS R(��Ecx -ri1� rC1�AL F1ti0aa�LzC oP,,r,tpca UiL GR> arEa 'YHAN �', TIu�ILCFcwC
N •TNPC iNSTALLAT:[aN IS
FsNRL t2z��A� ' )C-S7p- = \Jlc� C C-1, C.LAS-S l 1-7Y9S T3 ?,Zlgh?
Complex Channnel
Input:
Slope 0.008
Flow (given) 820.000
line x y n
0 218.000 691.100
1 220.000 690.900
2 225.000 687.100
3 260.000 687.100
4 270.000 690.000
Output:
Depth 2.608
(y) ( 689.708)
Channel bed segment output
0.030 (first n value not used)
0.030
0.030
0.030
0.030
line
Q
V
A
P
1
0.00
0.00
0.00
0.00
2
19.68
4.40
4.47
4.31
3
741.87
8.13
91.28
35.00
4
58.45
4.98
11.73
9.36
Fri Sep 25 14:07:58 EDT 2020
file: ///P/...lanNSMP%20Plan-%20Connector%20Road/Calculations/SWM1s[%20Submittal/Culvert%20Crossing-%20Riprap%20Design.tKt[9/25/2020 2:14:27 PMl
Water Quality Calculations for the Proposed Plan, Using the DEQ
Virginia Runoff Reduction Method for New Developments
NOTEWORTHY WATER QUALITY ITEMS:
1. The VRRM water quality boundary is defined by the ESC boundary for this plan's limits of disturbance,
which is 1.99 acres. In other words, the following VRRM water quality calculations are for this plan's
disturbed areas and quantify a phosphorous removal rate associated with the construction of the
Connector Road.
2. The water quality requirements for this plan are met with the Pleasant Green development. The
phosphorous removal rates provided in the Phase I plan (WPO 201900003) and the Phases II and III
plan (WPO 202000053) exceed the overall minimum required phosphorous removal rate for all of
Pleasant Green. This surplus in phosphorous removal credit is applied to this plan / portion of the
Pleasant Green development.
ml
A
m
3
�
B
a=ao
N
b
9
E
9
6
�
�
O
�
�
Y
R
�
m
O
C
M
Y
C
jn
Overall Water Quality Calculations for the Pleasant Green Development,
Using the DEQ Virginia Runoff Reduction Method for New Developments
NOTEWORTHY WATER QUALITY ITEMS:
1. Water quality compliance is met for the overall Pleasant Green Development. The phosphorous
removal rates provided in the Phase I plan (WPO 201900003) and the Phases II & III Plan (WPO
202000053) exceed the overall minimum required phosphorous removal rate for all of Pleasant Green,
inclusive of this plan's connector road. Those two Pleasant Green WPO plans' phosphorous removal
rate credits are applied to this plan's portion of the Pleasant Green Development. The following
calculations show the overall Pleasant Green's water quality analysis, which includes Phases I, II, III
and the Connector Road (this plan).
2. The VRRM water quality boundary is defined by the overall ESC boundary for the Pleasant Green's
limits of disturbance (i.e. all disturbed areas associated with the Pleasant Green development are
reflected in the following VRRM calculations to ensure compliance is met).
3. Following the above mentioned VRRM calculations, a Pleasant Green Water Quality Master Plan
summary has been provided to illustrate the development's overall compliance, as well as to
demonstrate how 75% of the required phosphorous removal rate is treated onsite. Behind this in the
report, is another VRRM computation that shows the phosphorous removal rate credit associated with
Phases II and III's SWM open space easement.
I
111111111
11
11111111111111
11
111111111
r11:111
11
11:11�111
11
i
l )
loll
ii
_11
{A
(
|
r
t
q
11111111111
oil
11111111
oil
1111111111111111111111
oil
MINE
1111111111111111
MINE
1111111111111111
MINE
1111111111111111
§
§
11
!�
11
;�{�
1
loll
_loll
!�
l
t
�
11111111111
oil
11111111
oil
1111111111111111111111
oil
MINIMUM
I
I
MINIMUM
I
I
MINIMUM
I
NO
§
1
{11
)�
1
_
1111111
All
�
(
|
§
111111111
11
11111111111111
11
111111111
r11:111
11
11:11�111
11111111111
oil
11111111
oil
1111111111111111111111
oil
1111111111111111111111111
MINE
1111111111111111
MINE
1111111111111111
MINE
1111111111111111
r
Iloilo'Iloilo
u
W
U
]L
]L
]L
]L
Y
Hp
CO
w
W
m
�
OR
tO
W
00
O
00
OC
Q
a
p
Sad
Y
Q
G
V
m
O
S
m
m
v
v
]L
m
ti
O
O
a
O'
O
N
N
N
N
O
Q
Q
a
1p
m
M
ti
N
a
G
'R'R
m
m
x
q
w
C
ti
vO1i
L
O
G
ri
ri
vi
vi
O
O
m
oo
n
C
y
f0
3
cr
W
NQ
3
aSSSSSx
Q
Qo888
S
.y
men�m
n
a
n
m
m
^n°
n
m
p
G
66
G
G
O
0
G
G
C
G
ry
ti
ti
N
N
�
.K
Z.
T
T
�
W
W
W
Q
D
a
L
a
YI
S_]
Y�
Qi
Li
U
6
W�
O
Q
Q
Q
Q
W
��
Z
0
L
•..•
Q0
Q
7
S�
O
z
_
a
z
Y
LU
cy
C
C
COSiW
z
UO
Q
19
WO'
U
z
z
0
FF
a
nFaF
F
�F0z
Z
F
O
W
O
u
L
W
F
O
g
O
a
O
W
O
F
p
Wp,
w
C
O
W
6
Q
H
C
>>
O
O
O
C
O
OC
O
f
OC
O
4
0
OJ
Oj
o
0
6
0r
W
N
Q
O
d
J
4
O
�•
W
L
W
6
f
z
W
Q
f
6
f
y
C
z
W
0
3
z
F
00
z
0
z
OD
OiS
O
N
1
F
z
Y
F
6
C
O
z
Q
z
z
0
z
u
'
Q
W
o
�
W
O
C
i
,
ii
I'101M
M- to o 6
!
E
\
!
|
!
|
k
\
)
)
k
§
t
\
!
7
\!
)
k
k
)k!ow
c
d o cq
..
d m
.IIIM
T
m
a
a`
m
C
s
m
a o
o E
v o
E
w
V
t
F
m
Ev
c
m =
o
n
6
F
O �
E a
rc c
m
6
F
o c
6
� 6
C O
e=E a
H 6
E .x
F E
m
d
O
Z V _
6
n
j v
t m
V
m
a
m
a
a
O
R
zR
6
R
N
6
V
O �
0
O
6
aN
3
I
!1
0
E
� 3 �
c
_
E E
r,
r
c _
"
o
E
V a
N
c =
n
O
D
V
O
0
6
F
A
oN
m m
V N
V
e0'1
6
7
o E s
6 7 V
F 6
V
E r
�
-9
C;
b
5 a d
d g a umi
.2 M
m
E e g
m
— V a
d
888
m�"e
B
a G C C
C V q
V
c' O
� N
N 0
V V
u m
D 9 d
y
i y eb
la
M
y a E
�
d
N
i
,
!
E
|)`
�|E
!
2|||
|
)�)
-9
k
C;
}§§§
/)|
!
ci
l
>
> > > > > > >
> >
n
n
m
m n
N
m
m
m w
m
O O
a
In
m
n n
v
o
n vi m
N
N
rl
N
n c
N O
O +'
N U
L �
f �
W
m
N
W yt
N
it
W �
u
N
a
m W
a E
v
m �
c c
W W
a
a E
¢`
Q
c l
a3 m
�
O m v
N O
W
m N
� a
o
LL ti
d��
J
v
W
Gl
o
N
u`
0 Q a
m
E
3 O
Vf 1
N
U.
o
V1 V1
i
a
W
"
0 3
m Y
W
W
W
v
0
Ew-o
-o
N
c
V
O
J W W
N
a c
m
a a
o
C N
U J
W
0 W W
C
M
C •N
N Q
t
>>
W
O >,
O E
z o
N
U
W O O
?� o o
W
W
w e
O N
r¢
W
0
0
Y Q
d
N
N N
O
C •-
C
> J J—
0 0>
3
rl
= O
lJ
y>
i£
m m m
�n
m
x
Y
= w
«
Z
m m m
o 0 o
W
Y
V
o
v
= @
O O O
O
N
w d
O
O
N N N
O
N
m
1 W
U
L
N N N
-O
N
00
W o
W
a
0 0 0
w
O
C7
N
>
N
C C 1
a
1
rW+
U
m
m
O
C W
-O
aW+
it
06 06 06
yW„
0
U
—
-
W
N N N
N
1
�-
>
E
a
'p
i
1 —�
W
G
O
-O
N N N
10 10 10
N
10
f
N O>
N>
E
a
a a a
E
a
°1
o. y
N
; -Wo
z
E
E E E
z
E
z
O
cc
d
N
Q
O O O
N
O
O
W
J
m
w w w
J
w
aW+ >
d w
N W
F
O
O
-O U U
O
U
N O
a
0
o
o
o
W W W
o
W
c E
O
o
n
a�
Q
a a a
La
a
z
O
O W
Q
O
0
u
W
W U
N
O
Q N
O y
O
a
0
W W W
W
0
0 0
a
0
m
W O
5 W
W
O
C 5 K
0
d
d p
z
z
z
> o
m
a
0 0 0
m
0
a
o c
K
o
a
o
E
z
S
NO
o
z z z
0
z
E
E
o7S
01
`o
JO JO
z 0
a
3
o
3
o
z
z
in n
O W
O
m
J `!
O
O
_
d
—
L L L—
L
J
O
J W
O
L
NO
W
W
m O. O.
N N
W
N
O.
N
y
L C
Y
O
L
L
L L L
L
L
L
L O
N
o a
C
a
K
U
U
-o -o -o
-o
0
0 N
a U
a
W
>>
W
a
�
C
d Y
N
0-
0-
N N N>
0 0 0
0
N
O
C
1
N W
OOO
N
N U
W
O O O
Op
0
0
H
Z 'OO
VI
QCQ
CQ
1Q
I
ml$'yC
QlggS
Z
d
E
E
q
m
W
E
C Y
r
g
i
in
c` 9
ui
E
I
V
O
y
O
pt
q
LN
O
O
O
o
�
y
0
u
c
G
m
c
c
d
o
C
m
m
o
o
8
d
8
o
o
8
0
8
0
o
8?
0
0
o
c
C
V
q
q
p>
p
T
V
T
V
Q
m
2
ry,
L
a
0
p
L
0
0
c
_
6
V
c
N
¢
O
�
T
U U
m m
H m
in m
Lri c
W
a
3
u
m
4Y
R
U
U
U
U
U
U
U
U
m
m
m
m
m
m
m
m
Ln
Ln
ko
rn
vO1i,
a
v
m
v6L6.4�
ci.-to
Q
CL
O a0 m
H N v O
0 CL
Q
N Q p O
J N V
O J y
j O m m
> y m
Q a Q
E Q N N
E J
O
Z aj
cc o °" CL
°a o E -
v
O C N N
Q O L L
Q u a 0-
g
8 — 8
`o �
9
� s`
3 m
4 Y
2 �
g
�5 E
S 9
EQ
3 m
C Y
QF
O
W 0'
O
s` W
8 ��-��°
a
vd x
� C
9 � �Y
o m
� m o
m �
n W
Y
Analysis of Temporary ESC Stream Diversion
(Note: Design warrants a Type C Diversion)
ESC Temporary Stream Diversion
Complex Channnel- Analysis for Temporary USC Diversion
Input:
Slope 0.021
Flow (given) 820.000
line
x
y
n
0
0.000
5.500
0.050 (first n value not used)
1
11.000
0.000
0.050
2
17.000
0.000
0.050
3
28.000
5.500
0.050
Output:
Depth 5.223
(Y) ( 5.223)
Channel bed segment output:
line
Q
V
A
P
1
206.84
7.58
27.28
11.68
2
406.31
12.97
31.34
6.00
3
206.84
7.58
27.28
11.68
Wed Sep 30 13:26:08 EDT 2020
Page 1