HomeMy WebLinkAboutWPO202000041 Calculations 2021-03-02AVON PARK II VSMP STORMWATER
MANAGEMENT CALCULATIONS PACKET
Date of Calculations
AUGUST 19, 2020
APPROVED
by the Albemarle County
Commu03/ 02 /2 0ment 21 Department
Date
File WP0202000041
PREPARED BY:
COLLINS ENGI°-°''mRING
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE, VA 22902
434.293.3719 PH
434.293.2813 FX
www.collins-engineering.com
SCS TR-55 Calculations
Soils Ma
(Source: NRCS Web Soil Survey Online Database)
Soils Table (Source: NRCS Web Soil Survey Online Database)
Albemarle County, Virginia (VA003)
Albemarle County, Virginia (VA003)
Map percent
Unit Map Unit Name of AOI
Symbol
71B Rabun clay loam, 2 34.1%
to 7 percent slopes
71C Rabun clay loam, 7 38.8%
to 15 percent
slopes
72C3 Rabun clay, 7 to 15 27.1%
percent slopes,
severely eroded
Totals for Area of 100.00/0
Interest
Note: The soils' properties witin this development are predominantly composed of hydrologic group
type C soils.
Precipitation Data
(Source: NOAA's National Weather Service, Hydrometerorological Design Studies Center, Atlas 14
Point Precipitation Frequency Estimates)
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POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFOFMTION
NOAA Atlas 14, Volume 2, Version 3
Channel and Flood Protection Calculations
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U.S. Department of Agriculture
Natural Resources Conservation Service
TR 55 Worksheet 3: Time of Concentration (T.) or Travel Time (Tt)
Project: Avon Park 11
Location: 1690 Avon Street Ext
Check One: Present X Developed X
Check One: T, X Tt
Segment ID
Sheet Flow: (Applicable to T, only)
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, Pi (in.)
5 land slope, s (ft/ft)
6 Compute Tt = [0.007(n'L)0sj / Pi 5 s'
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, P. (ft)
14 Hydraulic radius, r = a/P„ (ft)
15 Channel Slope, s (ft/ft)
16 Manning's Roughness Coeff, n
17 V= [ 1.49r�s05 j / n
18 Flow length, L (ft)
19 Tt= L/3600'V
20 Watershed or subarea T, or Tt
(Add Tt in steps 6,11 and 19)
Designed By: LMW, PE
Checked By: SRC, PE
Through subarea n/a
FL-ENG-21A
06/04
Date: 8/19/2020
Date: 8/19/2020
DAA
DAB
DAC
DAD
DAA(UGO)
DAB
DAC
(Pre-Dev.)
(Pre-Dev.)
(Pre-Dev.)
(Pre-Dev.)
(Part-Dev)
(Post -Des)
(Post-Dev)
Woods, Light Woods, Light Woods, Light Smooth Surface -
Underbrush Underbrush Underbrush Grass -dense Grass -dense asphalt Grass -dense
0.4 0.4 0.4 0.24 0.24 0.011 0.24
60 70 58 30 18 44 50
3.67 3.67 3.67 3.67 3.67 3.67 3.67
0.04 0.04 0.06 0.07 0.28 0.11 0.15
0.17 0.19 0.14 0.05 0.02 0.00 0.06
Unpaved
Unpaved
Unpaved
Unpaved
Paved
Unpaved
796
49
118
34
77
552
0.14
0.04
0.05
0.41
0.04
0.160
6.1
3.6
3.6
10.3
4.0
6.5
0.04
0.00
0.01
0.00
0.01
0.02
0.02 (in pipes)
0.21 0.19 0.15 0.10 0.10 0.10 0.10
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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.b.
"The peak discharge requirements for concentrated stormwater flow to natural stormwater conveyance
systems in subdivision 3 of this subsection shall be met."
Section 8.3
"... the maximum peak flow rate from the one-year 24-hour storm following the land -disturbing activity
shall be calculated either.." a. or b."
Section 8.3.a.
In accordance with the following methodology:
Q Allowed < I.F. * (Q Pr�Developed + [RV Pre -Developed) ) I (RV Developed )
Q Allowed <
1.49 cfs
Where: Q Pre -Developed=
3.71 cfs
(From Worksheet 4 Watershed Summary)
CN Pr�Developed=
70
(From Worksheet 4 Watershed Summary)
S Pre -Developed =
4.27
(From SCS TR-55 eq. 2-4)
RV Pr�Developed=
0.74 in.
(From SCSTR-55 eq. 2-3)
CN Pt -Developed=
83
(From Worksheet 4 Watershed Summary)
S P.A Developed =
2.05
(From SCS TR-55 eq. 2-4)
RV port -Developed=
1.48 in.
(From SCS TR-55 eq. 2-3)
I.F. =
0.80
(Factor of Safety)
Q Developed =
1.31 cfs
Section B.4 Limits of Analysis
The analysis terminates at Post -Development Subarea C since subsection B.3.a is met.
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.b.:
The point of discharge (Detention Basin B's Cutfall), "releases a postdevelopment peak flow rate for the 10-year 24-hour
storm event that is less than the predevelopment peak flow rate from the 10-year 24-hour storm event. Downstream
stormwater conveyance systems do not require any additional analysis to show compliance with flood protection criteria if
this option is utilized."
10-Year, 24-Hour Pre -Development Subareas A-D Peak Flow Rate = 13.32 cfs
10-Year, 24-Hour Post -Development Subareas A-C Peak Flow Rate = 13.18 cfs
Section C.3 Limits of Analysis
The flood protection analysis terminates at Subareas A, B, & C since subsection C.2.b is met.
Post -Development Underground Detention System 'SWM 1'
Routings and Outflow Hydrographs
The following routing calculations and outflow hydrographs reflect the post -development
attenuation in Subarea A from the proposed underground detention system 'SWM 1'
BasinFlow printout
INPUT:
Basin: SWM 1
0 Contour Areas
Elevation(ft) Area(sf) Computed Vol.(cy)
1 Storage Pipes
Storage pipe 0
name: SWM 1
diameter (in)
length (ft)
invert (ft)
angle
volume (cy)
Start—Elevation(ft)
6 Outlet Structures
Outlet structure 0
Orifice
659.00 Vol.(cy) 0.00
name: Barrel
area (sf) 1.227
diameter or depth (in) 15.000
width for rect. (in) 0.000
coefficient 0.600
invert (ft) 658.900
multiple 1
discharge out of riser
Outlet structure 1
Orifice
name: Low Flow Orifice
area (sf) 0.049
diameter or depth (in) 3.000
width for rect. (in) 0.000
coefficient 0.600
invert (ft) 659.000
multiple 1
discharge into riser
Outlet structure 2
Weir
name: Access
Manhole
diameter (in)
36.000
side angle
0.000
coefficient
3.300
invert (ft)
667.000
multiple 1
discharge into riser
transition at (ft) 0.912
orifice coef. 0.500
orifice area (sf) 7.069
Outlet structure 3
Orifice
name: Emergency Overflow Orifice
area (sf)
0.940
diameter or depth (in)
13.130
width for rect. (in)
0.000
coefficient
0.600
invert (ft)
666.600
multiple
1
discharge into
riser
Outlet structure 4
Orifice
name: Emergency Bypass Pipe
area (sf)
1.227
diameter or depth (in)
15.000
width for rect. (in)
0.000
coefficient
0.600
invert (ft)
665.750
multiple
1
discharge out
of riser
Outlet structure 5
Orifice
name: Mid -Rise Orifice
area (sf) 0.333
diameter or depth (in) 6.000
width for rect. (in) 8.000
coefficient 0.600
invert (ft) 664.300
multiple 1
discharge into riser
4 Inflow Hydrographs
Hydrograph 0
SCS
name: 1 YR SWM 1
Area (acres) 2.410
CN 86.000
Type 2
rainfall, P (in) 3.040
time of conc. (hrs) 0.1000
time increment (hrs) 0.0200
time limit (hrs) 30.000
fudge factor
1.00
routed
true
peak flow (cfs)
5.189
peak time (hrs)
11.917
volume (cy)
549.349
Hydrograph 1
SCS
name: 2
YR SWM 1
Area (acres)
2.410
CN
86.000
Type
2
rainfall, P (in)
3.670
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
6.879
peak time (hrs)
11.917
volume (cy)
728.284
Hydrograph 2
SCS
name: 10 YR
SWM 1
Area (acres)
2.410
CN
86.000
Type 2
rainfall, P (in)
5.550
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
12.181
peak time (hrs)
11.917
volume (cy)
1289.614
Hydrograph 3
SCS
name: 25 YR
SWM 1-Emergency ONLY
Area (acres)
2.410
CN
86.000
Type 2
rainfall, P (in)
6.830
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs) 15.909
peak time (hrs) 11.917
volume (cy) 1684.308
OUTPUT:
Routing Method: storage -indication
Hydrograph 0
Routing Summary
of
Peaks:
1 YR SWM 1
inflow
(cfs)
5.165
at
11.92
(hrs)
discharge
(cfs)
0.537
at
12.34
(hrs)
water level
(ft)
664.283
at
12.36
(hrs)
storage
(cy)
211.465
Hydrograph 1
Routing Summary
of
Peaks:
2 YR SWM 1
inflow
(cfs)
6.847
at
11.92
(hrs)
discharge
(cfs)
1.997
at
12.10
(hrs)
water level
(ft)
665.322
at
12.10
(hrs)
storage
(cy)
263.293
Hydrograph 2
Routing Summary
of
Peaks:
10 YR SWM
1
inflow
(cfs)
12.124
at
11.92
(hrs)
discharge
(cfs)
5.755
at
11.94
(hrs)
water level
(ft)
667.120
at
11.94
(hrs)
storage
(cy)
329.163
Hydrograph 3
Routing Summary
of
Peaks:
25 YR SWM
1-Emergency ONLY
inflow
(cfs)
15.835
at
11.92
(hrs)
discharge
(cfs)
11.528
at
11.92
(hrs)
water level
(ft)
667.342
at
11.92
(hrs)
storage
(cy)
332.487
Post -Development DA A
Outflow Hydrograph
(From SWM 1's Routings)
Time (hrs)
Outflow (ofs)
0.0
0.00
0.5
0.08
1.0
0.09
1.5
0.09
2.0
0.09
2.5
0.09
3.0
0.10
3.5
0.10
4.0
0.10
4.5
0.11
5.0
0.11
5.5
0.12
6.0
0.13
6.5
0.13
7.0
0.14
7.5
0.14
8.0
0.15
8.5
0.16
9.0
0.17
9.5
0.18
10.0
0.19
10.5
0.21
11.0
0.23
11.3
0.25
11.6
0.28
11.9
0.43
12.0
0.50
12.1
0.53
12.2
0.54
22.3
0.54
12.4
0.54
12.5
0.54
12.6
0.53
12.7
0.53
12.8
0.53
13.0
0.52
13.2
0.51
13.4
0.51
13.6
0.50
13.8
0.49
14.0
0.48
14.3
0.47
14.6
0.45
15.0
0.43
15.5
0.40
16.0
0.38
16.5
0.35
17.0
0.31
17.5
0.28
18.0
0.24
19.0
0.17
20.0
0.11
22.0
0.09
26.0
0.00
26.5
0.00
27.0
0.00
27.5
0.00
0.60
0.50
0.40
0.30
0.20
0.10
0.00
-0.10
Outflow Hydrograph (1-yr Design Storm)
Port -Development DA A
Outflow Hydrograph
(From SWM 1's Routings)
Time(hrs)
Outfow(cfs)
0.0
0.00
0.5
0.10
1.0
0.11
1.5
0.11
2.0
0.12
2.5
0.12
3.0
0.12
3.5
0.13
4.0
0.13
4.5
0.14
5.0
0.14
5.5
0.15
6.0
0.15
6.5
0.16
7.0
0.16
7.5
0.17
8.0
0.17
8.5
0.18
9.0
0.19
9.5
0.20
10.0
0.21
10.5
0.23
11.0
0.25
11.3
0.28
11.6
0.32
11.9
0.49
12.0
1.41
12.1
2.00
12.2
1.82
12.3
1.55
12.4
1.28
12.5
0.92
12.6
0.76
12.7
0.66
12.8
0.60
13.0
0.54
13.2
0.53
13.4
0.53
13.6
0.52
13.8
0.51
14.0
0.50
14.3
0.49
14.6
0.48
15.0
0.46
15.5
0."
16.0
0.41
16.5
0.39
17.0
0.36
17.5
0.33
18.0
0.30
19.0
0.23
20.0
0.17
22.0
0.12
26.0
0.00
26.5
0.00
27.0
0.00
27.5
0.00
2.50
2.00
1.50
1.m
0.50
0.00
-0.50
Outflow Hydrograph (2-yr Design Storm)
Port -Development DA A
Outflow Hydrograph
(From SWM 1's Routings)
Time(hrs)
Outflow(cfs)
0.0
0.00
0.5
0.14
1.0
0.16
1.5
0.16
2.0
0.17
2.5
0.17
3.0
0.18
3.5
0.18
4.0
0.18
4.5
0.19
5.0
0.19
5.5
0.20
6.0
0.21
6.5
0.21
7.0
0.22
7.5
0.22
8.0
0.22
8.5
0.23
9.0
0.25
9.5
0.26
10.0
0.27
10.5
0.30
11.0
0.34
11.3
0.37
11.6
0.42
11.9
2.88
12.0
5.76
12.1
3.17
12.2
2.84
12.3
2.57
12.4
2.31
12.5
2.04
12.6
1.75
12.7
1.48
12.8
1.21
13.0
0.80
13.2
0.67
13.4
0.60
13.6
0.55
13.8
0.54
14.0
0.53
14.3
0.52
14.6
0.52
15.0
0.51
15.5
0.49
16.0
0.47
16.5
0.45
17.0
0."
17.5
0.42
18.0
0.40
19.0
0.35
20.0
0.30
22.0
0.20
26.0
0.00
26.5
0.00
27.0
0.00
27.5
0.00
2.00
6.00
5.00
4.00
3.m
2.00
W
0.00
D
100
Outflow Hydrograph (10-yr Design Storm)
Post -Development Detention Basin 'SWM 2'
Routings and Outflow Hydrographs
The following routing calculations and outflow hydrographs reflect the post -development
attenuation in Subareas B & C from the proposed detention basin 'SWM 2'
BasinFlow printout
INPUT:
Basin: SWM 2 DETENTION BASIN
6 Contour Areas
Elevation(ft)
Area(sf)
Computed Vol.(cy)
587.00
4.00
0.0
588.00
155.00
2.3
589.00
516.00
14.0
590.00
1079.00
42.9
591.00
1847.00
96.5
592.00
2839.00
182.6
Start—Elevation(ft) 587.00 Vol.(cy)
4 Outlet Structures
Outlet structure 0
Orifice
name: Barrel
area (sf) 1.767
diameter or depth (in) 18.000
width for rect. (in) 0.000
coefficient 0.600
invert (ft) 586.900
multiple 1
discharge out of riser
Outlet structure 1
Orifice
name: Low -Flow Orifice
area (sf) 0.087
diameter or depth (in) 4.000
width for rect. (in) 0.000
coefficient 0.600
invert (ft) 587.000
multiple 1
discharge into riser
Outlet structure 2
Weir
name:
Riser Top
diameter (in)
24.000
side angle
0.000
coefficient
3.300
invert (ft)
590.600
multiple
1
discharge
into riser
transition at (ft)
0.729
orifice coef. 0.600
orifice area (sf) 3.142
Outlet structure 3
Weir
name: Emergency Spillway
length (ft)
15.000
side angle
14.040
coefficient
3.300
invert (ft)
591.100
multiple
1
discharge
through dam
10 Inflow Hydrographs
Hydrograph 0
SCS
name: DA C
1 YR
Area (acres)
1.180
CN
75.000
Type 2
rainfall, P (in)
3.040
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
false
peak flow (cfs)
1.478
peak time (hrs)
11.917
volume (cy)
156.479
Hydrograph 1
SCS
name: DA C
2 YR
Area (acres)
1.180
CN
75.000
Type 2
rainfall, P (in)
3.670
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
false
peak flow (cfs)
2.131
peak time (hrs)
11.917
volume (cy)
225.639
Hydrograph 2
SCS
name: DA C 10 YR
Area (acres) 1.180
CN
75.000
Type 2
rainfall, P (in)
5.550
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
false
peak flow (cfs)
4.346
peak time (hrs)
11.917
volume (cy)
460.052
Hydrograph 3
SCS
name: DA B
1 YR
Area (acres)
0.770
CN
81.000
Type 2
rainfall, P (in)
3.040
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
false
peak flow (cfs)
1.313
peak time (hrs)
11.917
volume (cy)
139.058
Hydrograph 4
SCS
name: DA B
2 YR
Area (acres)
0.770
CN
81.000
Type 2
rainfall, P (in)
3.670
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
false
peak flow (cfs)
1.805
peak time (hrs)
11.917
volume (cy)
191.085
Hydrograph 5
SCS
name: DA B 10 YR
Area (acres) 0.770
CN 81.000
Type 2
rainfall,
P (in)
5.550
time of conc.
(hrs)
0.1000
time increment
(hrs)
0.0200
time limit
(hrs)
30.000
fudge
factor
1.00
routed
false
peak flow
(cfs)
3.396
peak time
(hrs)
11.917
volume (cy)
359.553
Hydrograph 6
Summation
name: DAB&C 1YR
hydrograph 1 0
start time 1 0.000
hydrograph 2 3
start time 2 0.000
routed true
Hydrograph 7
Summation
name: DAB&C 2YR
hydrograph 1 1
start time 1 0.000
hydrograph 2 4
start time 2 0.000
routed true
Hydrograph 8
Summation
name: DA B & C 10 YR
hydrograph 1 2
start time 1 0.000
hydrograph 2 5
start time 2 0.000
routed true
Hydrograph 9
SCS
name: DA B & C 100 YR
Area (acres)
1.950
CN
77.000
Type 2
rainfall, P (in)
9.130
time of conc. (hrs)
0.1000
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
15.638
peak time (hrs) 11.917
volume (cy) 1655.632
OUTPUT:
Routing Method: storage -indication
Hydrograph 0
DA C 1 YR (not routed)
Hydrograph 1
DA C 2 YR (not routed)
Hydrograph 2
DA C 10 YR (not routed)
Hydrograph 3
DA B 1 YR (not routed)
Hydrograph 4
DA B 2 YR (not routed)
Hydrograph 5
DA B 10 YR (not routed)
Hydrograph 6
Routing Summary
of
Peaks: DA B &
C 1
YR
inflow
(cfs)
2.778
at
11.92
(hrs)
discharge
(cfs)
0.779
at
12.10
(hrs)
water level
(ft)
590.601
at
12.10
(hrs)
storage
(cy)
71.669
Hydrograph 7
Routing Summary
of
Peaks: DA B &
C 2
YR
inflow
(cfs)
3.918
at
11.92
(hrs)
discharge
(cfs)
2.962
at
12.00
(hrs)
water level
(ft)
590.821
at
12.00
(hrs)
storage
(cy)
84.787
Hydrograph 8
Routing Summary of Peaks: DA B & C 10 YR
inflow
(cfs)
7.706
at
11.92
(hrs)
discharge
(cfs)
7.419
at
11.94
(hrs)
water level
(ft)
591.066
at
11.94
(hrs)
storage
(cy)
101.067
Hydrograph 9
Routing Summary
of
Peaks: DA B &
C 100
YR
inflow
(cfs)
15.565
at
11.92
(hrs)
discharge
(cfs)
15.445
at
11.92
(hrs)
water level (ft) 591.266 at 11.92 (hrs)
storage (cy) 115.841
Post -Development DA B&C
Outflow Hydrograph
(From SWM 2's Routings)
Time (hrs)
Outflow (ofs)
0.0
0.00
0.5
0.04
1.0
0.05
1.5
0.05
2.0
0.05
2.5
0.05
3.0
0.06
3.5
0.06
4.0
0.06
4.5
0.06
5.0
0.07
5.5
0.07
6.0
0.08
6.5
0.08
7.0
0.09
7.5
0.09
8.0
0.09
8.5
0.11
9.0
0.13
9.5
0.14
10.0
0.16
10.5
0.20
11.0
0.26
11.3
0.32
11.6
0.41
11.9
0.69
12.0
0.76
12.1
0.78
12.2
0.77
12.3
0.76
12.4
0.74
12.5
0.73
12.6
0.71
12.7
0.69
12.8
0.66
13.0
0.59
13.2
0.49
13.4
0.35
13.6
0.20
13.8
0.18
14.0
0.16
14.3
0.15
14.6
0.14
15.0
0.11
15.5
0.10
16.0
0.10
16.5
0.09
17.0
0.09
17.5
0.08
18.0
0.08
19.0
0.07
20.0
0.06
22.0
0.05
26.0
0.00
26.5
0.00
27.0
0.00
27.5
0.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
-0.10
Outflow Hydrograph (1-yr Design Storm)
Post -Development DA B&C
Outflow Hydrograph
(From SWIM 2's Routinas)
Time(hrs)
Outfow(cfs)
0.0
0.00
0.5
0.06
1.0
0.07
1.5
0.07
2.0
0.07
2.5
0.07
3.0
0.08
3.5
0.08
4.0
0.08
4.5
0.09
5.0
0.10
5.5
0.10
6.0
0.11
6.5
0.11
7.0
0.11
7.5
0.14
8.0
0.11
8.5
0.15
9.0
0.18
9.5
0.19
10.0
0.22
10.5
0.27
11.0
0.33
11.3
0.38
11.6
0.47
11.9
0.76
12.0
2.96
12.1
1.67
12.2
0.84
12.3
0.77
12.4
0.76
12.5
0.75
12.6
0.74
12.7
0.72
12.8
0.70
13.0
0.65
13.2
0.59
13.4
0.49
13.6
0.38
13.8
0.27
14.0
0.23
14.3
0.21
14.6
0.20
15.0
0.18
15.5
0.16
16.0
0.14
16.5
0.15
17.0
0.11
17.5
0.14
18.0
0.11
19.0
0.09
20.0
0.08
22.0
0.07
26.0
0.00
26.5
0.00
27.0
0.00
27.5
0.00
3.50
3.00
2.50
2.00
1.50
1.00
0.50
0.00
-0.50
Outflow Hydrograph (2-yr Design Storm)
Post -Development DA B&C
Outflow Hydrograph
(From SWIM 2's Routinas)
Time(hrs)
Outfow(cfs)
0.0
0.00
0.5
0.11
1.0
0.15
1.5
0.15
2.0
0.14
2.5
0.14
3.0
0.15
3.5
0.15
4.0
0.16
4.5
0.17
5.0
0.18
5.5
0.19
6.0
0.21
6.5
0.21
7.0
0.23
7.5
0.24
8.0
0.24
8.5
0.28
9.0
0.31
9.5
0.33
10.0
0.36
10.5
0.41
11.0
0.46
11.3
0.51
11.6
0.59
11.9
6.82
12.0
7A2
12.1
3.10
12.2
1.37
12.3
0.99
12.4
0.86
12.5
0.78
12.6
0.77
12.7
0.76
12.8
0.76
13.0
0.73
13.2
0.71
13.4
0.68
13.6
0.63
13.8
0.58
14.0
0.50
14.3
0.40
14.6
0.35
15.0
0.32
15.5
0.29
16.0
0.26
16.5
0.25
17.0
0.24
17.5
0.22
18.0
0.21
19.0
0.18
20.0
0.15
22.0
0.14
26.0
0.00
26.5
0.00
27.0
0.00
27.5
0.00
9.00
8.00
7.00
6.00
s.00
4.00
3.00
zoo
1.00
0.00
100 0
Outflow Hydrograph (10-yr Design Storm)
Post -Development DA B&C
Outflow Hydrograph
(From SWIM 2's Routinas)
Time(hrs)
Outfow(cfs)
0.0
0.00
0.5
0.24
1.0
0.25
1.5
0.26
2.0
0.27
2.5
0.27
3.0
0.28
3.5
0.29
4.0
0.30
4.5
0.31
5.0
0.32
5.5
0.34
6.0
0.35
6.5
0.36
7.0
0.37
7.5
0.38
8.0
0.39
8.5
0.42
9.0
0.46
9.5
0.47
10.0
0.49
10.5
0.54
11.0
0.62
11.3
0.68
11.6
0.77
11.9
15.45
12.0
14.41
12.1
5.77
12.2
2.63
12.3
1.94
12.4
1.61
12.5
1.33
12.6
1.11
12.7
1.01
12.8
0.94
13.0
0.84
13.2
0.78
13.4
0.77
13.6
0.76
13.8
0.75
14.0
0.73
14.3
0.70
14.6
0.66
15.0
0.60
15.5
0.49
16.0
0.43
16.5
0.40
17.0
0.39
17.5
0.37
18.0
0.36
19.0
0.33
20.0
0.29
22.0
0.27
26.0
0.00
26.5
0.00
27.0
0.00
27.5
0.00
18.00
16.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Outflow Hydrograph (100-yr Design Storm)
sa 10.0 15.0 20.0 25.0 30a
Post -Development
Outflow Hydrographs
The following outflow hydrographs reflect the post -development attenuation in Subareas A, B, & C
from the proposed underground detention system 'SWM 1' and detention basin 'SWM 2'
Post -Development DA A, B, & C
Outflow Hydrograph
(Summation of SWIM 1 & 2 Routings)
Time (hrs)
Inflow (cfs)
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.3
11.6
11.9
12.0
12.1
12.2
12.3
12.4
12.5
12.6
12.7
12.8
13.0
13.2
13.4
13.6
13.8
14.0
14.3
14.6
15.0
15.5
16.0
16.5
17.0
17.5
18.0
19.0
20.0
22.0
24.0
0.00
0.12
0.13
0.14
0.14
0.15
0.15
0.16
0.16
0.17
0.18
0.19
0.20
0.21
0.22
0.23
0.24
0.26
0.30
0.31
0.35
0.41
0.49
0.56
0.69
1.13
1.26
1.31
1.31
1.30
1.28
1.26
1.24
1.22
1.19
1.11
1.00
0.85
0.70
0.67
0.64
0.61
0.59
0.54
0.51
0.47
0.44
0.40
0.36
0.32
0.23
0.17
0.14
0.13
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
Outflow Hydrograph (1-yr Design Storm)
0.0 5.0 10.0 15.0 20.0 25.0 30.0
Post -Development DA A, B, & C
Outflow Hydrograph
(Summation of SWIM 1 & 2 Routings)
Time (hrs)
Inflow (cfs)
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.3
11.6
11.9
12.0
12.1
12.2
12.3
12.4
12.5
12.6
12.7
12.8
13.0
13.2
13.4
13.6
13.8
14.0
14.3
14.6
15.0
15.5
16.0
16.5
17.0
17.5
18.0
19.0
20.0
22.0
24.0
0.00
0.16
0.17
0.18
0.19
0.19
0.20
0.21
0.21
0.23
0.24
0.24
0.26
0.27
0.27
0.31
0.28
0.33
0.38
0.39
0.44
0.50
0.59
0.66
0.79
1.24
4.37
3.67
2.65
2.33
2.04
1.67
1.50
1.38
1.30
1.19
1.12
1.02
0.90
0.78
0.73
0.70
0.67
0.64
0.60
0.55
0.54
0.47
0.47
0.41
0.32
0.24
0.19
0.00
5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
0.50
0.00
Outflow Hydrograph (2-yr Design Storm)
0.0 5.0 10.0 15.0 20.0 25.0 30.0
Post -Development DA A, B, & C
Outflow Hydrograph
(Summation of SW M 1 & 2 Routings)
Time (hrs)
Inflow (cfs)
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.3
11.6
11.9
12.0
12.1
12.2
12.3
12.4
12.5
12.6
12.7
12.8
13.0
13.2
13.4
13.6
13.8
14.0
14.3
14.6
15.0
15.5
16.0
16.5
17.0
17.5
18.0
19.0
20.0
22.0
24.0
0.00
0.25
0.30
0.31
0.31
0.31
0.33
0.34
0.35
0.36
0.38
0.39
0.41
0.42
0.44
0.46
0.47
0.51
0.56
0.59
0.63
0.71
0.80
0.87
1.01
9.70
13.18
6.27
4.21
3.57
3.17
2.81
2.52
2.24
1.97
1.54
1.38
1.28
1.19
1.12
1.03
0.92
0.86
0.83
0.78
0.74
0.70
0.67
0.64
0.61
0.53
0.45
0.34
0.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Outflow Hydrograph (10-yr Design Storm)
0.0 5.0 10.0 15.0 20.0 25.0 30.0
Proposed Outlet Protection Calculations
OUTLET PROTECTION INTO SWIM 2
PER VESCH PLATE 3.18-1, DEPTH OF STONE (d)=1.5 x MAX STONE DIAMETER
d>_6"
p10=
3.43 CFS
D.design=
6.5 CFS
(MIN. DISCHARGE FOR IS"DIAMETER PIPE)
PER VESCH
PLATE 3.18-3
d50=
0.5 FT
NOTE: VDOT CLASS Al STONE HAS A MEAN
d50=0.9 FT AND EXCEEDS 0.5 FT
a=
8 FT
W1=
3'D0=
33S FT
W2=
DO+La=
9.25 FT
OUTLET PROTECTION TO INCLUDE A FILTER FABRIC UNDERLAYMENT KEYED
INTO THE EXISTING GROUND A MINIMUM OF 9" ATTHE ENDS & ALONG THE
PERIMETER EDGES OF FABRIC SHALL OVERLAP A MINIMUM OF 9'. STONE TO
BE VDOT CUSS Al STONE WITH THE FOLLOWING DIMENSIONS:
La= 16 FT(TOEXTENDTOWARDSTHEROTTOMOFRASIN)
W1= 3.75 FT
W2= 9.25 FT
DEPTH= 1.5 FT
DEPTH (d)>_ 1.5 X 0.9'
DEPTH (d)>_ 1.35'
RIPRAP OUWAUL CHANNEL
q10= 13.18 CPS
PER VESCH SPEC 3.19, PAGE III-177 (APPENDIX 3.19a FOR 'RIPRAP DESIGN IN CHANNEL')
FOR TANGENT FLOW
5=0.035 ET/FT
PER MANNING'S EQN, DEPTH OF FLOW =0.41' (SEE CHANNEL CALLS)
PER PLATE 3.19-3, 150= I.S FT
NOTE: VDOT CLASS II RIPRAP HAS A d50=1.6'
PER PLATE 3.194
0= 8
d= 3
B/d= 2.67
= 4
K1= 0.97
PER PLATE 3.19-5
ANGLE OF REPOSE= 42°
PER PLATE 3.19-6
K0= 0.95
d50XK1/K2=d'50= I81NXO.97/0.95= 18.38 IN
USE18INCHES
OUTFALL FROM MM 1 TO RIPRAP CHANNEL
PER VESCH PLATE 3.18-1, DEPTH OF STONE (d)=1.5 x MAX STONE DIAMETER
d>_6"
p10=
5.76 CFS
Qdesign=
6.5 CFS
(MIN. DISCHARGE FOR IS"DIAMETER PIPE)
PER VESCH PLATE
3.18-3
d50=
0.25 FT
NOTE: VDOT CUSS II STONE HAS A MEAN
d5O=1.6 FT AND EXCEEDS 0.5 FT
DEPTH (d)>_ 1.5 X 1.6'
DEPTH (d)>_ 2.4'
OUTFALL FROM MM 2TO RIPRAP CHANNEL
PER VESCH PLATE 3.18-1, DEPTH OF STONE (d) 1.5 x MAX STONE DIAMETER
d >_6"
p10= 7.42 CFS
PER VESCH PLATE 3.18-3
150= 0.3 FT NOTE: VDOT CLASS II STONE HAS A MEAN
dW=1.6 FT AND EXCEEDS 0.5 FT
DEPTH (d)>_ 1.5 X 1.6'
DEPTH (d) 2 2.4'
OUTLET PROTECTION TO INCLUDE A FILTER FABRIC UNDERLAYMENT KEYED
INTO THE EXISTING GROUND A MINIMUM OF 9" AT THE ENDS & ALONG THE
PERIMETER EDGES OF FABRIC SHALL OVERLAP A MINIMUM OF 9". STONE TO
BE VDOT CLASS 11 STONE AT DEPTH OF 36INCHES
Rip Rap Channel Calculations
Complex Channnel
Input:
Slope
0.035
Flow (given)
13.290
line
x
y
n
0
0.000
588.000
0.045
1
6.000
586.000
0.045
2
12.000
585.000
0.045
3
20.000
585.000
0.045
4
26.000
586.000
0.045
5
32.000
588.000
0.045
Output:
Depth
0.409
(y)
( 585.409)
Channel bed segment output:
(first n value not used)
line
Q
V
A
P
1
0.00
0.00
0.00
0.00
2
1.07
2.13
0.50
2.49
3
11.15
3.41
3.27
8.00
4
1.07
2.13
0.50
2.49
5
0.00
0.00
0.00
0.00
Virginia Runoff Reduction Method Water Quality
Calculations
(COMPLIANCE IS MET THROUGH THE BEST MANAGEMENT PRACTICE OF PURCHASING NUTRIENT CREDITS.
THE VRRM BOUNDARY IS DEFINED BY THE LIMITS OF DISTURBANCE)
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Site Results (Water Quality Compliance)
Area Checks
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
AREA CHECK
FOREST/OPEN SPACE (ac)
0.00
0.00
0.00
0.00
0.00
OK.
IMPERVIOUS COVER (ac)
0.00
0.00
0.00
0.00
0.00
OK.
IMPERVIOUS COVER TREATED [ac)
0.00
0.00
0.00
0.00
0.00
OK.
MANAGED TURF AREA (ac)
0.00
0.00
0.00
0.00
0.00
OK.
MANAGED TURF AREA TREATED (ac)
0.00
0.00
0.00
0.00
0.00
OK.
AREA CHECK
Site Treatment Volume (ft3)
B,3ia
Runoff Reduction Volume and TP By Drainage Area
RUNOFF REDUCTION VOLUME ACHIEVED (fe)l
0
0
0
0
0
0
TP LOAD AVAILABLE FOR REMOVAL (Ib/yr)
D.00
0.00
0.00
0.00
0.00
0.00
TP LOAD REDUCTION ACHIEVED (Ib/yr)
D.00
0.00
0.00
0.00
0.00
0.00
TP LOAD REMAINING (Ib/yr)
0.00
0.00
0.00
0.00 11
0.00
0.00
NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr)
0.00
0.00
0.00
0.00
0.00
0.00
Total Phosphorus
FINAL POST -DEVELOPMENT TP LOAD(Ib/yr)
1 5.22
TP LOAD REDUCTION REQUIRED (Ib/yr)
3.06
TP LOAD REDUCTION ACHIEVED (Ib/yr)
0.00
TP LOAD REMAINING (Ib/yr):
5.22
REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr):
3.06
Total Nitrogen (For Information Purposes)
POST -DEVELOPMENT LOAD(Ib/yr)
1 37.37
NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr)
0.00
REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr)
37.37
STORM SEWER COMPUTATIONS
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AVON PARK II
Flood Protection Analysis Insert
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U.S. Department of Agriculture
Natural Resources Conservation Service
TR 55 Worksheet 3: Time of Concentration (Tt) or Travel Time (Tt)
Project: Avon Park II- Flood Protection Analysis
Location: Hathaway Street
Check One: Present X Developed
Check One: T, X T,
Segment ID:
Sheet Flow: (Applicable to Tc only)
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.)
Land slope, s (ft/ft)
6 Compute Tt = [0.007(n*L)0.8] / P2 .5 s0.4
Shallow Concentrated Flow:
7 Surface description (paved or unpaved)
B 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, P. (ft)
14 Hydraulic radius, r = a/Pw (ft)
15 Channel Slope, s (ft/ft)
16 Manning's Roughness Coeff, n
17 V= [ 1.49r2/3so 5 ] / n
18 Flow length, L (ft)
19 Tt= L/ 3600*V
20 Watershed or subarea Ttor Tt
(Add Tt in steps 6, 11 and 19)
Designed By: FGM, PE
Checked By: SRC, PE
Through subarea n/a
FL-ENG-21A
06/04
Date: 2/1/2021
Date: 2/1/2021
Existing
Existing Avon
Drainage to
Park
Avon St.
Dense
Grass
0.24
100
3.67
0.04
0.17
Unpaved
340
0.05
5.4
0.02
c
3
o
v
�
LL
�
N
C
N
U
U
C
W
0 +
10
}
U
N
v
o
c
v
0
0
<
0
0
v
0.02
1.00 1 0.21
Note: A 1 hourTc was assumed for Avon Park's attenuated runoff. No data was provided in approved WPO 200500062.
U.S. Department of Agriculture
Natural Resources Conservation Service
TR 55 Worksheet 4: Graphical Peak Discharge Method
Project: Avon Park II- Flood Protection Analysis Designed By: FGM, PE
Location: Hathaway Street Checked By: SRC, PE
Check One: Present X Developed
Date: 2/1/2021
Date: 2/1/2021
1. Data
Drainage Area Description
Drainage Area Description
Drainage Area Description
Existing Avon Park
Existing Drainage to Avon St.
Extended
Drainage Area (Am) in miles =
0.0120
0.0117
Runoff curve number CN=
55
63
Time of concentration (Tc)=
1.00
0.21
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
3.04
3.67
5.55
3.04
3.67
5.55
4. Initial Abstraction, la -inches
1.64
1.64
1.64
1.18
1.18
1.18
5. Compute Ia/P
0.54
0.45
0.29
0.39
0.32
0.21
6. Unit peak discharge, Qu- csm/in
160
200
300
575
675
750
7. Runoff, Q from Worksheet 2- inches
0.21
0.40
1.27
0.44
0.74
1.85
8. Pond and Swamp adjustment factor, Fp
1
1
1
1
1
1
9. Peak Discharge, Qp- cfs
where Qp=Qu Am Q Fp
0.40
0.98
4.58
2.97
5.79
16.20
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