2608 Sp Downstream Defender Size
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Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 1.0 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.67 in/hr (Table 4). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
3.24 (P43) 0.06 3.18
Downstream Defender Sizing Flow =
1.67 x
Q100 Year=
3.18 x 65.92 cfs
453 gpm/ac-in/hr =
x
448.8 gal-s/cf-min
Use 6 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 8 cfs
LOCATION FROM
TO
DMH1-9
DMH1-10
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 5.36
Size
So
(ft) 2.00
311.60 312.07
n
ft/ft) (-) 0.040 0.013
2,406 gpm 5.36 cfs 29,585 gpm
=
(see chart)
d (ft) 0.4650
Ø (deg) 115.31
A (ft²) 0.554
WP
Rh
(ft) 2.01
(ft) 0.28
Q (ft³/s) 5.36
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P5-1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 1.0 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.67 in/hr (Table 4). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
4.53 (P18, P23) 0.22 4.31
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
4.31 x
56.25 cfs
453 gpm/ac-in/hr =
x
448.8 gal-s/cf-min
Use 6 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 8 cfs
LOCATION FROM
TO
DMH4-4
DMH4-5
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 4.96
Size
So
(ft) 2.50
298.45 299.09
n
ft/ft) (-) 0.007 0.013
2,226 gpm 4.96 cfs 25,245 gpm
=
(see chart)
d (ft) 0.6420
Ø (deg) 121.79
A (ft²) 0.997
WP
Rh
(ft) 2.66
(ft) 0.38
Q (ft³/s) 4.96
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P5-2 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
0.34 (P19) 0 0.34
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
0.34 x
11.45 cfs
453 gpm/ac-in/hr =
x
448.8 gal-s/cf-min
Use 4 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 2.6 cfs
LOCATION FROM
TO
DMH5-2
DMH5-3
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 0.39
Size
So
(ft) 1.50
287.75 287.97
n
ft/ft) (-) 0.006 0.013
176 gpm 0.39 cfs 5,139 gpm
=
(see chart)
d (ft) 0.2240
Ø (deg) 90.93
A (ft²) 0.165
WP
Rh
(ft) 1.19
(ft) 0.14
Q (ft³/s) 0.39
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P6 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
0.27 (P20) 0 0.27
Downstream Defender Sizing Flow6-1 = 1.14 x
0.139 x
453 gpm/ac-in/hr =
Flow6-2 =
0.131 x
453 gpm/ac-in/hr =
1.14 x
TOTAL= Q100 Year=
9.24 cfs
x
448.8 gal-s/cf-min
Use 4 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 2.6 cfs
LOCATION FROM
TO
CB6-1 CB6-2
DMH6-1 DMH6-1
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 0.16 0.15
Size
So
(ft) 1.00 1.00
n
ft/ft) (-) 0.005 0.013 0.007 0.013
279.32 279.49 (CB6-1)
=
72 0.16 68 0.15 0.31 4,147
gpm cfs gpm cfs cfs gpm
(see chart)
d (ft) 0.1700 0.1540
Ø (deg) 97.40 92.42
A (ft²) 0.089 0.077
WP
Rh
(ft) 0.85 0.81
(ft) 0.10 0.10
Q (ft³/s) 0.16 0.15
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-Re1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
5.31 (P30, ROOFS) 5 0.31
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
0.31 x
3.62 cfs
453 gpm/ac-in/hr =
x
448.8 gal-s/cf-min
Use 4 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 2.6 cfs
LOCATION
Q (Actual) (ft³/s) DMHRe1-1DMHRe1-2 0.36 FROM
Size
So
n
160 gpm 0.36 cfs 1,625 gpm
=
(see chart)
d
Ø
A
WP
Rh
(ft) 1.01
(ft) 0.14
Q
TO
Invert in Weir Manhole= Elevation Weir=
(ft) 1.00
258.15 258.39
ft/ft) (-) 0.007 0.013
(ft) 0.2350
(deg) 115.99
(ft²) 0.141
(ft³/s) 0.36
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P7 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
0.3 (P21) 0 0.3
Downstream Defender Sizing Flow6-1 = 1.14 x
0.15 x
453 gpm/ac-in/hr =
Flow6-2 =
0.15 x
453 gpm/ac-in/hr =
1.14 x
TOTAL= Q100 Year=
14.68 cfs
x
448.8 gal-s/cf-min
Use 4 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 2.6 cfs
LOCATION FROM
TO
DCB7-1 DCB7-2
DMH7-1 DMH7-1
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 0.17 0.17
Size
So
(ft) 1.00 1.00 273.26 273.44
n
ft/ft) (-) 0.005 0.013 0.005 0.013
=
77 0.17 77 0.17 0.35 6,588
gpm cfs gpm cfs cfs gpm
(see chart)
d (ft) 0.1750 0.1750
Ø (deg) 98.92 98.92
A (ft²) 0.092 0.092
WP
Rh
(ft) 0.86 0.86
(ft) 0.11 0.11
Q (ft³/s) 0.17 0.17
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Aquafilter Sizing Calculations: AF1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
Flow =
Aquafilter Sizing 1.14 x
1.62 (P22) 0 1.62
1.62 x
453 gpm/ac-in/=
837 gpm 1.9 cfs
Use AF4.4 Offline Unit (2.0 cfs capacity)
LOCATION FROM
TO
DMH8-9
DMH8-10
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 1.90
Size (ft) 1.50
288.57 288.97
So ft/ft) 0.014
n (-) 0.013
d (ft) 0.3960
Ø (deg) 123.67
A (ft²) 0.373
WP
Rh
(ft) 1.62
(ft) 0.23
Q (ft³/s) 1.90
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD 9-1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
1.73 cfs
0.11 (Portion of P33: CB9-1 - CB9-2) 0.00 0.11
0.11 x
453 gpm/ac-in/ =
x
448.8 gal-s/cf-min=
Use 4 ft. diameter Downstream Defender Inline Unit (1,350 gpm capacity)
58 gpm 0.1 cfs 776 gpm
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 11/7/2008
Downstream Defender Sizing Calculations: DD 9-2 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
1.73 cfs
0.10 (Portion of P33: CB9-3 - CB9-4) 0.00 0.10
0.1 x
453 gpm/ac-in/ =
x
448.8 gal-s/cf-min=
Use 4 ft. diameter Downstream Defender Inline Unit (1,350 gpm capacity)
52 gpm 0.1 cfs 776 gpm
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 1.0 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.67 in/hr (Table 4). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
3.24 (P43) 0.06 3.18
Downstream Defender Sizing Flow =
1.67 x
Q100 Year=
3.18 x 65.92 cfs
453 gpm/ac-in/hr =
x
448.8 gal-s/cf-min
Use 6 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 8 cfs
LOCATION FROM
TO
DMH1-9
DMH1-10
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 5.36
Size
So
(ft) 2.00
311.60 312.07
n
ft/ft) (-) 0.040 0.013
2,406 gpm 5.36 cfs 29,585 gpm
=
(see chart)
d (ft) 0.4650
Ø (deg) 115.31
A (ft²) 0.554
WP
Rh
(ft) 2.01
(ft) 0.28
Q (ft³/s) 5.36
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P5-1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 1.0 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.67 in/hr (Table 4). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
4.53 (P18, P23) 0.22 4.31
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
4.31 x
56.25 cfs
453 gpm/ac-in/hr =
x
448.8 gal-s/cf-min
Use 6 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 8 cfs
LOCATION FROM
TO
DMH4-4
DMH4-5
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 4.96
Size
So
(ft) 2.50
298.45 299.09
n
ft/ft) (-) 0.007 0.013
2,226 gpm 4.96 cfs 25,245 gpm
=
(see chart)
d (ft) 0.6420
Ø (deg) 121.79
A (ft²) 0.997
WP
Rh
(ft) 2.66
(ft) 0.38
Q (ft³/s) 4.96
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P5-2 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
0.34 (P19) 0 0.34
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
0.34 x
11.45 cfs
453 gpm/ac-in/hr =
x
448.8 gal-s/cf-min
Use 4 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 2.6 cfs
LOCATION FROM
TO
DMH5-2
DMH5-3
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 0.39
Size
So
(ft) 1.50
287.75 287.97
n
ft/ft) (-) 0.006 0.013
176 gpm 0.39 cfs 5,139 gpm
=
(see chart)
d (ft) 0.2240
Ø (deg) 90.93
A (ft²) 0.165
WP
Rh
(ft) 1.19
(ft) 0.14
Q (ft³/s) 0.39
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P6 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
0.27 (P20) 0 0.27
Downstream Defender Sizing Flow6-1 = 1.14 x
0.139 x
453 gpm/ac-in/hr =
Flow6-2 =
0.131 x
453 gpm/ac-in/hr =
1.14 x
TOTAL= Q100 Year=
9.24 cfs
x
448.8 gal-s/cf-min
Use 4 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 2.6 cfs
LOCATION FROM
TO
CB6-1 CB6-2
DMH6-1 DMH6-1
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 0.16 0.15
Size
So
(ft) 1.00 1.00
n
ft/ft) (-) 0.005 0.013 0.007 0.013
279.32 279.49 (CB6-1)
=
72 0.16 68 0.15 0.31 4,147
gpm cfs gpm cfs cfs gpm
(see chart)
d (ft) 0.1700 0.1540
Ø (deg) 97.40 92.42
A (ft²) 0.089 0.077
WP
Rh
(ft) 0.85 0.81
(ft) 0.10 0.10
Q (ft³/s) 0.16 0.15
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-Re1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
5.31 (P30, ROOFS) 5 0.31
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
0.31 x
3.62 cfs
453 gpm/ac-in/hr =
x
448.8 gal-s/cf-min
Use 4 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 2.6 cfs
LOCATION
Q (Actual) (ft³/s) DMHRe1-1DMHRe1-2 0.36 FROM
Size
So
n
160 gpm 0.36 cfs 1,625 gpm
=
(see chart)
d
Ø
A
WP
Rh
(ft) 1.01
(ft) 0.14
Q
TO
Invert in Weir Manhole= Elevation Weir=
(ft) 1.00
258.15 258.39
ft/ft) (-) 0.007 0.013
(ft) 0.2350
(deg) 115.99
(ft²) 0.141
(ft³/s) 0.36
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD-P7 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
0.3 (P21) 0 0.3
Downstream Defender Sizing Flow6-1 = 1.14 x
0.15 x
453 gpm/ac-in/hr =
Flow6-2 =
0.15 x
453 gpm/ac-in/hr =
1.14 x
TOTAL= Q100 Year=
14.68 cfs
x
448.8 gal-s/cf-min
Use 4 ft. diameter Downstream Defender Unit with bypass Flowrate at 60% Removal Efficiency= 2.6 cfs
LOCATION FROM
TO
DCB7-1 DCB7-2
DMH7-1 DMH7-1
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 0.17 0.17
Size
So
(ft) 1.00 1.00 273.26 273.44
n
ft/ft) (-) 0.005 0.013 0.005 0.013
=
77 0.17 77 0.17 0.35 6,588
gpm cfs gpm cfs cfs gpm
(see chart)
d (ft) 0.1750 0.1750
Ø (deg) 98.92 98.92
A (ft²) 0.092 0.092
WP
Rh
(ft) 0.86 0.86
(ft) 0.11 0.11
Q (ft³/s) 0.17 0.17
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Aquafilter Sizing Calculations: AF1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
Flow =
Aquafilter Sizing 1.14 x
1.62 (P22) 0 1.62
1.62 x
453 gpm/ac-in/=
837 gpm 1.9 cfs
Use AF4.4 Offline Unit (2.0 cfs capacity)
LOCATION FROM
TO
DMH8-9
DMH8-10
Invert in Weir Manhole= Elevation Weir=
Q (Actual) (ft³/s) 1.90
Size (ft) 1.50
288.57 288.97
So ft/ft) 0.014
n (-) 0.013
d (ft) 0.3960
Ø (deg) 123.67
A (ft²) 0.373
WP
Rh
(ft) 1.62
(ft) 0.23
Q (ft³/s) 1.90
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 10/23/2008
Downstream Defender Sizing Calculations: DD 9-1 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
1.73 cfs
0.11 (Portion of P33: CB9-1 - CB9-2) 0.00 0.11
0.11 x
453 gpm/ac-in/ =
x
448.8 gal-s/cf-min=
Use 4 ft. diameter Downstream Defender Inline Unit (1,350 gpm capacity)
58 gpm 0.1 cfs 776 gpm
Job: Sharon Hills Sheet No. 1 of Calc by: SCS Date Check by: Date
1 11/7/2008
Downstream Defender Sizing Calculations: DD 9-2 For sizing "Flow-Through" treatment devices as the Downstream Defender, the Massachusetts Department of Environmental Protection has developed a relation between storm intensity and the depth of runoff (See "Development of a Rational Basis for Designing Recharging Stormwater Control Structures adn Flow And Volume Design Criteria" MADEP 99-06/319). This allows the sizing of the treatment unit based on a flow rate instead of a volume. (See Table x from the report, below) Based on the first 0.50 inches of rainfall on the mainland (off Cape-Massachusetts) with a 95% probability, use max. storm intensity of 1.14 in/hr (Table 2). Total Runoff Required to Be Treated Total Impervious area: Total Roof Area: Total Runoff to Be Treated:
Downstream Defender Sizing Flow = 1.14 x Q100 Year=
1.73 cfs
0.10 (Portion of P33: CB9-3 - CB9-4) 0.00 0.10
0.1 x
453 gpm/ac-in/ =
x
448.8 gal-s/cf-min=
Use 4 ft. diameter Downstream Defender Inline Unit (1,350 gpm capacity)
52 gpm 0.1 cfs 776 gpm
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