HomeMy WebLinkAbout1.03 Inlet CapacityINLET CAPACITY
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IRONBRIDGE
HCE# 2051019.00
6/8/2005
INLET SIZING
METHOD: UDFCD
FLOW RATE RANGE (CFS)
NUMBER OF GRATES
0-1.66
1
1.67-4.00
2
4.01-6.84
3
6.85-9.77
4
9.78-12.79
5
** UDFCD SPREADSHEET DETERMINES INLET SIZE;
SETTING THE ROADWAY SLOPE TO 0.00%. INLET C
WILL INCREASE FROM ABOVE FLOWRATES WITH
INCREASED ROADWAY GRADE.
> BY
APACITY
ONLY 1 INLET GRATE IS REQUIRED EACH INLET FOR IRONBRIDGE PHASES 2-4
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DESIGN
PEAK'.
FLOW FOR ONE-HALF OF
STREET BY THE RATIONAL, METHOD
IRONBRIDGE P.U.D.
INLET A-2
Design Flow = Gutter Flow + Carry-over Flow
OVERLAND
4,
W FL❑W W
INLET
SIDE
STREET
OVERLAND
W FLOW W
<--GUTTER FLOW PLUS CARRY-OVER FLOW F-
1/2 OF STREET
INLET
— GUTTER FLOW
Design Flow: ONLY if already determined through other methods:
(local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q =
*If you entered a value here, skip the rest of this sheet and proceed to sheet Q-AIIow)
cfs
0.18
Geographic Information: (Enter
Site: (Check One
Site is Urban:
Site Is Non -Urban:
data in the
Box Only)
blue cells):
Subcatchment
Percent Imperviousness
NRCS
Overland Flow =
Gutter Flow =
Area =
=
Soil Type =
Slope (ft/ft)
Acres
%
A, B, C, or D
Length (ft)
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tk^ C3
Design Storm Return Period, TF
Return Period One -Hour Precipitation, PT
C1=
C2=
C3=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5 -yr. Runoff Coefficient (leave this blank to accept a calculated value), @
Bypass (Carry -Over) Flow from upstream Subcatchments, 4 =
years
inches
cfs
;
0.05
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5 -yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vci--
Gutter Flow Velocity, VG=
Overland Flow Time, =
Gutter Flow Time, (; =
Calculated Time of Concentration, TT
Time of Concentration by Regional Formula, TT
Recommended Tc=
Time of Concentration Selected by User, Tc
Design Rainfall Intensity, I =
Calculated Local Peak Flow, 9=
Total Design Peak Flow, Q =
NOTE: Calculated values for Tc & Qp are based on overide values entered for C and/or C-5.
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NIA
N/A
N/A
0.23
INLET A-2, Q -Peak
7/7/2005, 9:44 AM
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ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
IRONBRIDGE P.U.D.
INLET A-2
TBACK
SBACK
HCURB
y
a
T, TMAx
Tx
y
TCROWN
Q.
Street
Crown
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)
Manning's Roughness Behind Curb
Height of Curb at Gutter Flow Line
Distance from Curb Face to Street Crown
Gutter Depression
Gutter Width
Street Transverse Slope
Street Longitudinal Slope - Enter 0 for sump condition
Manning's Roughness for Street Section
Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm
Max. Allowable Water Spread for Minor & Major Storm
TBACK =
SBACK =
nBACK =
HCURB =
TCROWN
a=
W=
Sx =
So =
nsTREET =
dux=
TMAx =
15.8
0.0423
0.0300
4.00
11.5
1.50
1.50
0.0200
0.0000
0.0150
ft
ft. vert. / ft. horiz
inches
ft
inches
ft
ft. vert. / ft. horiz
ft. vert. / ft. horiz
Minor Storm Major Storm
4.00
12.00
11.5
11.5
inches
ft
Maximum Gutter Capacity Based On Allowable Water Spread
Gutter Cross Slope (Eq. ST -8)
Water Depth without Gutter Depression (Eq. ST -2)
Water Depth with a Gutter Depression
Allowable Spread for Discharge outside the Gutter Section W (T - W)
Gutter Flow to Design Flow Ratio by FHWA HEC -22 method (Eq. ST -7)
Discharge outside the Gutter Section W, carried in Section Tx
Discharge within the Gutter Section W (QT - Qx)
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)
Maximum Flow Based On Allowable Water Spread
Maximum Gutter Capacity Based on Allowable Gutter Depth
Theoretical Water Spread
Theoretical Spread for Discharge outside the Gutter Section W (T - W)
Gutter Flow to Design Flow Ratio by FHWA HEC -22 method (Eq. ST -7)
Theoretical Discharge outside the Gutter Section W, carred in Section Tx TH
Actual Discharge outside the Gutter Section W, (limited by distance TMAx)
Discharge within the Gutter Section W (Oa - Qx)
Total Discharge for Major & Minor Storm
Slope -Based Depth Safety Reduction Factor for Major & Minor Storm
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)
Maximum Flow Based on Allowable Gutter Depth
Max. Allowable Gutter Capacity Based on Minimum of Qr or Qd
Sw=
y=
d=
Tx =
Eo =
Qx =
Qw =
QBACK =
QT =
TTM
1 -5TH =
Eo =
Qx TH =
Qx =
Qw =
Q=
R=
QBACK =
Qd =
()allow =
Minor Storm
Major Storm
0.1033
0.1033
2.76
2.76
4.26
4.26
10.0
10.0
0.412
0.412
0.0
0.0
0.0
0.0
0.0
0.0
SUMP
SUMP
Minor Storm Major Storm
10.4
43.8
8.9
42.3
0.454
0.099
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
SUMP
SUMP
0.0
0.0
SUMP
SUMP
Minor Storm Major Storm
SUMPI SUMP
ft/ft
inches
inches
ft
cfs
cfs
cfs
cfs
ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
INLET A-2, Q -Allow 7/7/2005, 9:44 AM
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INLET IN A SUMP OR SAG LOCATION
Project =
Inlet ID =:>
Warning 1
IRONBRIDGE P,U.D,
INLET A-2
Lo (C)
Design Information (Input)
ype of Inlet Type = User -Defined COmbination
Local Depression (additional to continuous gutter depression 'a' from 'CI -Allow') al.,' _ _ _ : 2.00. inches
Number of Unit Inlets (Grate or Curb Opening) No = 1
'�. Grate Information
Length of a Unit Grate Lo (G) = 1.79 feet',
Width of a Unit Grate Wo= - 1.42 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) N.0=
- 0.35.',
Clogging Factor for a Single Grate (typical value 0.50) C, (G) = -
- 0.50
'., Grate Weir Coefficient (typical value 3.00) Cw (G) =
- 3:00
Grate Orifice Coefficient (typical value 0.67) Co (G)= - -
-- „0.67
Curb Opening Information
Length of a Unit Curb Opening Lo(C)=.- _... 1.79 feet
Height of Vertical Curb Opening in Inches H,,,,,=: 3.00 inches
Height of Curb Orifice Throat in Inches Hnvoa = - - -0.58. inches
Angle of Throat (see USDCM Figure ST -5) Theta = 90.0 degrees
Side Width for Depression Pan (typically the gutter width of 1.5 feet) W, =
1.50 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) C, (C) -
0.10
Curb Opening Weir Coefficient (typical value 2.30-3.00) Cw (C) = -
2,30
'., Curb Opening Orifice Coefficient (typical value 0.67) Co (C) = '0.67
Resultlnq Gutter Flow Depth for Grate Inlet Capacity In a Sump (with a Directional Cast Vane Grate)
Clogging Coefficient for Multiple Units Coef = ii 00''
Clogging Factor for Multiple Units Clog = `,050%
•As a Weir
Flow Depth at Local Depression without Clogging (0.23 cfs grate, 0 ccs curb) d„, = 2.7 inches
Flow Depth at Local Depression with Clogging (0.23 cis grate, 0 cfs curb) d,, _ 3.2 inches '..
As an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 023 cfs curb) d„ = ;' 20 inches
Flow Depth at Local Depression with Clogging (0 ccs grate, 0.23 cfs curb) do, = '' 2.0 inches
Resulting Gutter Flow Depth Outside of Local Depression d,rw,,, = 1.2 Inches
Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Sump'.
Clogging Coefficient for Multiple Units Coef = ' 1.00
Clogging Factor for Multiple Units Clog = -' 10.10:.
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 0.23 cfs curb) d,, = 1,0 inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 0.23 cfs curb) d, = ' I' 1.1 inches
Curb as an Orifice, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 0.23 cfs curb) do, = I 2.0 inches
Flow Depth at Local Depression with Clogging (0 cis grate, 0.23 cfs curb) do, = 2.0 inches
Resulting Gutter Flow Depth Outside of Local Depression d,{„a = 0,0 Inches
Resultant Street Conditions
Total Inlet Length L = - 1,8 feet
otal Inlet Interception Capacity (Design Discharge from Q -Peak) Q, = 0,2 cfs
Resultant Gutter Flow Depth (based on sheet Q -Allow geometry) d = 0.8 Inches
Resultant Street Flow Spread (based on sheet Q -Alloy geometry) T = ' 0.7 feet
Resultant Flow Depth at Maximum Allowable Spread dSPREAD = 0.0 Inches
Warning 1: The selected Inlet grate will not perform well under orifice conditions. Consider selecting a different grate.
INLET A-2, Inlet In Sump 71212005, 8:37 PM
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INLET A-2, Inlet In Sump
7/21t2005, 8:37 PM
\
; :,
,.. b:••
,, •-c,bs
is
•
, •bc
,
,..
N
''S\
7
..•
t.rc
1'
Dt,
<.• 1 \
IIS
t....,
\
'IX
....
..`,
\N,•
z• . Ix
i. (3.•
. EA
0 2 4 6
8 10 12 14 16 18 20 22 24 26 28 30 32
Q (cfs)
34 36 38 40
—A—Grate Weir —0—Grate 061. --a--- Not Used a Reported Design —0— Reported Design
Flow Depth (in.) Flav Depth (in.) Flow Depth (in.) Spread (ft)
INLET A-2, Inlet In Sump
7/21t2005, 8:37 PM
Q Intercepted
Grate WeirFlow
Depth (in.)
Grate Orli Flow
Depth (in.)
Not Used
Reported
DesignFlow
Depth (in.)
Reported
DesignSpread
(ft)
......... 0.00
0:00
0:00
0.00
', 0.00
;
Q.
1.00
3 24
0.12
124
'I 1.62
6.23
2.00
5.06
1,23:'
5.56
'' 5.56
g
11.50
300
6.37
2.28
13.00
'' 13.00
''
11.50
4,00
7.47
3,39
'. 23.20
23.20'
.'
11.50
500
853
4:40
' 36.52
36 52
:::
11.50
600
9.49
5.36
52,72
52.72.
.
11.50
7.00
10.35
6.27
71.80
71.80
`'
11 50
8,00
11.15
7.17
93.88
93.88
''
11,50
9.00
12:01
8.03
118:84
118-84
11.50
10.00
12.87
8.89
146.80
146.80
x5
11.50
11.00
13.57
9.69
177>76
177.76
11 50
12.00
14.28
10.45
211,60
211.60
1150
13.00
15,03
11.25
248:32
248.32
''
11.50
14100
15.74
12.01
288.04
288,04
!''
11 50
15-00
16.40
12.72
330;64
33030:64::I>
11.50
16.00
17.05
13:42
376.36
376.36
:'
11.50
17.00
17:71
14:13
424.84
424 84
11.50
18.00
18.36
14.83
476.32
476,32
11.50
19.00
18.97
15.49
530,80
530.80
11.50
20.00
19.57
16-19
588.16
588.16
11,50
21.00
20,23
16;85
648:52
648.52
11.50
... _ 22.00
20.78
17:45
711,76
711.76
11.50
23.00
21.39
18.11
777.88
777,88
11.50
24:00
21;99
18-71
84712',
847.12
11.50
25.00
22.59
19,37
919.12
919.12
11.50
26.00
23.10
19.97
994.12
994.12
11.50
27.00
23.65
20.58
1,072.12
1,072.12
11.50
28.00
24.26
21.18
1,153.00
1,153.00
11'.50
29.00
24,71
21.74
1,236.88
1,236.88
11'.50
30.00
25.32
22.34
1,323.76
1,323.76
11.50
31100
25.82
22.90
1,413.40
1,413.40
11-50
32.00
26.32
23.50
1,506.16
1,506.16
11.50
33.00
26.88
24.06
1,601 68
1,601.68
11.50
34.00
27.38
24.61
1,700 32
1,700.32
11.50
35.0D
27.84
25.17
1,801 84
1,801.84
11.50
36.00
28.39
2572
1 906 24
1,906.24
11.50
37.00
28.84
26.27
2,013.64
2,013.64
11150
38.00
29-40
26.78
2,123-92
2,123.92
11.50
39.00
29.90
27.33
2,237.20
2,237.20
11.50
4400
30:36
27.84
2,353.48
2,353.48
'''
11.50
INLET A-2, Inlet In Sump 7/21/2005, 8:37 PM
•
•
•
DESIGN PEAKFLOW
FOR ONE-HALF OF STREET'BY
THE RATIONAL! METHOD
IRONBRIDGE P.U.D.
INLET D-16
Design Flow = Gutter Flow + Carry-over Flow
IOVERLAND
W FLOW W
INLET
SIDE
STREET
OVERLAND
W FLOW W
—GUTTER FLOW PLUS CARRY-OVER FLOW <-
1/2 OF STREET
INLET
F GUTTER FLOW
Design Flow: ONLY if already determined through other methods:
(local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): ,T1 =
* If you entered a value here, skip the rest of this sheet and proceed to sheet Q-AIIow)
cfs
0.23
Geographic Information: (Enter
Site: (Check One
Site is Urban:
Site Is Non -Urban:
data in the
Box Only)
blue cells):
Subcatchment
Percent Imperviousness
NRCS
Overland Flow =
Gutter Flow =
Area =
=
Soil Type =
Slope (ft/ft)
Acres
%
A, B, C, or D
Length (ft)
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Ta ^ C3
Design Storm Return Period, TF
Return Period One -Hour Precipitation, PT
C1 =
C2 =
C3 =
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5 -yr. Runoff Coefficient (leave this blank to accept a calculated value), C;
Bypass (Carry -Over) Flow from upstream Subcatchments, Q, =
years
inches
cfs
0.05
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5 -yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo=
Gutter Flow Velocity, VG=
Overland Flow Time, b =
Gutter Flow Time, F =
Calculated Time of Concentration, TF
Time of Concentration by Regional Formula, TT
Recommended Tc
Time of Concentration Selected by User, Tc=
Design Rainfall Intensity, I =
Calculated Local Peak Flow, 9=
Total Design Peak Flow, Q =
NOTE: Calculated values for Tc & Qp are based on overide values entered for C and/or C-5.
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NIA
N/A
N/A
0.28
INLET D-16, Q -Peak
7/7/2005, 9:45 AM
•
•
•
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
IRONBRIDGE P.U.D.
INLET D-16
TRACK
SBACK
y
RB d
a
W
T, TMAx
Tx
TCRowN
Qw Qx
Street
Crown
Gutter Geometry (Enter data In the blue cells)
Maximum Allowable Width for Spread Behind Curb
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)
Manning's Roughness Behind Curb
Height of Curb at Gutter Flow Line
Distance from Curb Face to Street Crown
Gutter Depression
Gutter Width
Street Transverse Slope
Street Longitudinal Slope - Enter 0 for sump condition
Manning's Roughness for Street Section
Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm
Max. Allowable Water Spread for Minor & Major Storm
TRACK =
SBACK =
%ACK =
HCURe =
TCRowN
a=
W=
Sx =
So =
nSTREET =
dMAX =
TMAx =
15.8
0.0423
0.0300
4.00
11.5
1.50
1.50
0.0200
0.0000
0.0150
ft
ft. vert. / ft. horiz
inches
ft
inches
ft
ft. vert. / ft. horiz
ft. vert. / ft. horiz
Minor Storm Major Storm
4.00
12.00
11.5
11.5
inches
ft
Maximum Gutter Capacity Based On Allowable Water Spread Minor Storm Major Storm
Gutter Cross Slope (Eq. ST -8)
Water Depth without Gutter Depression (Eq. ST -2)
Water Depth with a Gutter Depression
Allowable Spread for Discharge outside the Gutter Section W (T - W)
Gutter Flow to Design Flow Ratio by FHWA HEC -22 method (Eq. ST -7)
Discharge outside the Gutter Section W, carried in Section Tx
Discharge within the Gutter Section W (QT - Qx)
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)
Maximum Flow Based On Allowable Water Spread
Maximum Gutter Capacity Based on Allowable Gutter Depth
Theoretical Water Spread
Theoretical Spread for Discharge outside the Gutter Section W (T - W)
Gutter Flow to Design Flow Ratio by FHWA HEC -22 method (Eq. ST -7)
Theoretical Discharge outside the Gutter Section W, carried in Section Tx TH
Actual Discharge outside the Gutter Section W, (limited by distance TMA<)
Discharge within the Gutter Section W (Qct - Qx)
Total Discharge for Major & Minor Storm
Slope -Based Depth Safety Reduction Factor for Major & Minor Storm
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)
Maximum Flow Based on Allowable Gutter Depth
Sw=
Y=
d=
Tx =
Eo =
ax =
Qw =
ABACK =
QT =
TTM
Tx TH =
Eo =
Qx TH =
Qx =
Qw =
=
R=
ABACK =
Oct =
Max. Allowable Gutter Capacity Based on Minimum of Qr or Qd Qwow
0.1033
0.1033
2.76
2.76
4.26
4.26
10.0
10.0
0.412
0.412
0.0
0.0
0.0
0.0
0.0
0.0
SUMP
SUMP
Minor Storm Ma or Storm
10.4
43.8
8.9
42.3
0.454
0.099
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
SUMP
SUMP
0.0
0.0
SUMP
SUMP
Minor Storm Major Storm
SUMPI SUMP
ft/ft
inches
inches
ft
cfs
cfs
cfs
cfs
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
INLET D-16, Q -Allow 7/7/2005, 9:45 AM
•
•
•
Project =
Inlet ID =
Warning 1
INLET IN A SUMP OR SAG LOCATION 1
IRONBRIDGE P.U.D.
INLET D-16
,t- Lo (C)
Design Information (Input)
Type = IUser-Defined Combina9on
Type of Inlet
Local Depression (additional to continuous gutter depression 'a' from'Q-Allow)
Number of Unit Inlets (Grate or Curb Opening)
Grate Information
Length of a Unit Grate
Width of a Unit Grate
Area Opening Ratio for a Grate (typical values 0.15-0.90)
Clogging Factor for a Single Grate (typical value 0.50)
Grate Weir Coefficient (typical value 3.00)
Grate Orifice Coefficient (typical value 0.67)
Curb Opening Information
Length of a Unit Curb Opening
Height of Vertical Curb Opening in Inches
Height of Curb Orifice Throat in inches
Angle of Throat (see USDCM Figure ST -5)
Side Width for Depression Pan (typically the gutter width of 1.5 feet)
Clogging Factor for a Single Curb Opening (typical value 0.10)
Curb Opening Weir Coefficient (typical value 2.30-3.00)
Curb Opening Orifice Coefficient (typical value 0.67)
a,a,i =
-,2.00. inches
No =
- 1
Lo(G)=
;- 1.79 feet
Wo =
-
1.42 feet
Ara. =
-. 0.35
Cr (G) =
0.50
C„ (G)=-
':' 3.00
Co (G) _
0.67
L, (C) _
::1.79 feet,
I4, = -
: 3.00 inches
H,,,ee,=
, 0.58 inches
Theta =
-. :90.0 degrees
Wp =
- 1.50 feet
Cr(C)='-
0.10
C., (C) =
- 2.30,
Co (C) _ -
10.67'..
Resulting Gutter Flow Depth for Grate Inlet Capacity In a Sump (with a Directional Cast Vane Grate)
`
'.100. x,
Clogging Coefficient for Multiple Units
Clogging Factor for Multiple Units
As a Weir
Flow Depth at Local Depression without Clogging (0.28 cfs grate, 0 cls curb)
Flow Depth at Local Depression with Clogging (0.28 cfs grate, 0 cfs curb)
As an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 028 cis curb)
Flow Depth at Local Depression with Clogging (0 cfs grate, 0.28 cfs curb)
Resulting Gutter Flow Depth Outside of Local Depression
Coef =
Clog = -''
>.0.50. '..
d„, _
--2.9:. inches
d.,re = -
-: 3.3 inches
do = ' -
'- 2.0 inches
doe = -
2.0 inches
d,.,., =
:', 1.3 Inches
Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Sump
Coef =
- 1.00
Clogging Coefficient for Multiple Units
Clogging Factor for Multiple Units
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 0.28 cfs curb)
Flow Depth at Local Depression with Clogging (0 cfs grate, 0.28 cfs curb)
Curb as an Orifice, Grate as an Orifice)
Flow Depth at Local Depression without Clogging (0 cfs grate, 0.28 cfs curb)
Flow Depth at Local Depression with Clogging (0 cis grate, 0.28 cfs curb)
Resulting Gutter Flow Depth Outside of Local Depression
Clog =
'.10 10i�
d„, =
'.
1,2 inches
d,„, = ,:'
1.3 inches'
de, =
L 2 0r, inches
d„ = "
''' 2,0 inches
d,,o,,, = ';
'.' 0.0 Inches
Resultant Street Conditions
L =
'I ..8 feet
Total Inlet Length
Total Inlet Interception Capacity (Design Discharge from Q -Peak)
Resultant Gutter Flow Depth (based on sheet Q -Allow geometry)
Resultant Street Flow Spread (based on sheet Q -Allow geometry)
Resultant Flow Depth at Maximum Allowable Spread
O, = '
0,3 cfs
d =
0.8 Inches '.
T =
0.7 feet
dsetEAo =
0.0 Inches
Warning 1: The selected Inlet grate will not perform well under orifice conditions. Consider selecting a different grate.
INLET D-16, Inlet In Sump 7/21/2005, 8:38 PM
•
•
INLET D-16, Inlet In Sump
7/21/2005, 8:38 PM
1111111131111111111111111111
11111111111113111111111111111111111111111N
111111111111111F 111111111111111111111111111
111111111111111111111111111111111111111111111
1111111111111113111131111111111111111111111111111111
1111111111111111111111111111111111111111111111111
1111111111MEMILININNEE111111111111111
111111111111NIMMINI1111111111111111111
111111111111111111111111111111111111111111111
111111111111111111111111111101111111111111111
1111111111111111111111111111111111111111111111111111
1111111111111111111111111111111111111111111111111
11111111111111111111111111111111111111111111111111
111111111111111111111111111111114111111111111
11111111111111111111111111111111111MIIIIIII
--W--Grate Weir —+—Grate Off. —41—Not Used a Reported Design —0-- Repotted Design
Flow Depth (in.) Flow Depth (in.) Flow Depth (in.) Spread (ft.)
INLET D-16, Inlet In Sump
7/21/2005, 8:38 PM
Q Intercepted
Grate WeirFlow
Depth (in.)
Grate Ont Flow
Depth (in.)
Not Used
Reported
DesignFlow
Depth (in.)
Reported
DesignSpread
(ft )
0.00
0,00
0,00...
0.00
>' 000
r,',
0.40
.... 100
3 24
0.12
'
1.24
1.62
6:23
2.00
5.06
1.23
556
5 56
'1150
3.00
6.37
2.28
13.00
13.00
11.50
400
7,47
3.39
23.20
23:20
11.50
5.00
8.53
4.40
36.52
3652
11.50
600
9.49
5.36
52.72
52:72
11.50
7.00
10 35
6.27
71 80
71 80
' ,
11 50
800
11,15
7.17
93.88
9388
11,50
900:
12.01
8 03
`
118.84
118.84
11.50
1900:`
12.87
8.89
146.80
146.80
11.50
11.00
13.57
9.69
177 76
177.76
11,50
12;00
14.28
10.45
211 60
211.60
11.50
• ..... 1300
15:03
11.25
248.32
248:32
11.50
14.00
15.74
12.01
288.04
288 04
11 50
15.00
16.40
12.72
330 64
330 64
11.50
16.00
17.05
13,42
376 36
376.36
11.50
17,00
17.71
14.13
424.84
424:84
11,50
18.00
18.36
14.83
476.32
476 32
11.50
19.00
18.97
15.49
530,80
530.80
11.50
20.00
19.57
1619
588.16
588.16
11.50
21.00
20,23
16,85
648,52
648.52
11.50
22.00
20.78
17.45
''
711.76
711,76
11.50
23.00
21.39
18:11
777,88
777.88
11.50
24.00
21.99
18.71
847.12
847.12
11.50
2500
22.59
19,37
919.12
919.12
11.50
26.00
23.10
19.97
994,12
994,12
11.50
27'.00
23.65
20.58
1,072,12
1, 072.12
11.50
28.00
24.26
21.18
1,153.00
1,153.00
'
11.50
29.00
24>71
21,74
1,236.88
1,236.88
11,50
30.00
25.32
22.34
1,323.76
1,323.76
11,50
31.00
25.82
22.90
1,413 40
1,413.40:
11.50
32-00
26.32
23.50
1,506.15
1,506.16.
11.50
33.00
26 88
24.06
;
1,601.68
1,601.68
':
11.50
34.00'
27.38
24:61
1,700,32
1,70a32
11.50
35.00
27.84
25.17
1,801.84
1,801.84
11.50
36.00
28.39
25.72
'
1,906 24
1,90624
11.50
37 00
28.84
26.27
2,013.64
2,013.64
11.50
38.00
29.40
26.78
2,123.92
2,123.92
11.50
39.00
29.90
27,33
'
2,237.20
2,237.20
11.50
40.00
30.36
27.84
`
2,353.48
2,353:48
11.50
INLET D-16, Inlet In Sump 7/21/2005, 838 PM
= DESIGN PEAK FLOW
FOR
ONE-HALF OF STREET BY THE RATIONAL METHOD
IRONBRIDGE P.U.D.
INLET D-18'
Design Flow = Gutter Flow + Carry-over Flow
OVERLAND
FLOW W
INLET
SIDE
STREET
IOVERLAND
W FLOW W
<---GUTTER FLOW PLUS CARRY-OVER FLOW <-
1/2 OF STREET
INLET
GUTTER FLOW
Design Flow: ONLY if already determined through other methods:
(local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "Q =
* If you entered a value here, skip the rest of this sheet and proceed to sheet Q -Allow)
cfs
0.57
Geographic Information: (Enter
Site: (Check One
Site is Urban:
Site Is Non -Urban:
data in the
Box Only)
blue cells):
Subcatchment
Percent Imperviousness
NRCS
Overland Flow =
Gutter Flow =
Area =
=
Soil Type =
Slope (ft/ft)
Acres
°k
A, B, C, or D
Length (ft)
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + T) " C3
Design Storm Return Period, Tr
Return Period One -Hour Precipitation, Pi-
C1=
C2=
C3=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5 -yr. Runoff Coefficient (leave this blank to accept a calculated value), g
Bypass (Carry -Over) Flow from upstream Subcatchments, 4 =
years
inches
cfs
;
0.05
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5 -yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Va-
Gutter Flow Velocity, VG=
Overland Flow Time, b =
Gutter Flow Time, & =
Calculated Time of Concentration, Te
Time of Concentration by Regional Formula, T --e
Recommended 're=
Time of Concentration Selected by User, Tc=
Design Rainfall Intensity, I =
Calculated Local Peak Flow, 9=
Total Design Peak Flow, Q =
NOTE: Calculated values for Tc & Qp are based on overide values entered for C and/or C-5.
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NIA
N/A
N/A
0.62
INLET D-18, Q -Peak
7/7/2005, 11:10 AM
•
•
•
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
IRONBRIDGE P.U.D.
INLET D-18
TRACK
s
TCROWN
HCURB
Street
Crown
Gutter Geometry (Enter data In the blue cells)
Maximum Allowable Width for Spread Behind Curb
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)
Manning's Roughness Behind Curb
Height of Curb at Gutter Flow Line
Distance from Curb Face to Street Crown
Gutter Depression
Gutter Width
Street Transverse Slope
Street Longitudinal Slope - Enter 0 for sump condition
Manning's Roughness for Street Section
Max. Allowable Depth at Gutter Flow Line for Minor & Major Storrn
Max. Allowable Water Spread for Minor & Major Storm
TRACK
SBACK =
nBACK =
HCURB
TCROWN
a=
W=
Sx =
So =
nsTREET =
dmAx =
T =
15.8
0.0423
0.0300
4.00
11.5
1.50
1.50
0.0200
0.0000
0.0150
ft
ft. vert. / ft. horiz
inches
ft
inches
ft
ft. vert. / ft. horiz
ft. vert. / ft. horiz
Minor Storm Major Storm
4.00
12.00
11.5
11.5
inches
ft
Maximum Gutter Capacity Based On Allowable Water Spread Minor Storm Major Storm
Gutter Cross Slope (Eq. ST -8)
Water Depth without Gutter Depression (Eq. ST -2)
Water Depth with a Gutter Depression
Allowable Spread for Discharge outside the Gutter Section W (T - W)
Gutter Flow to Design Flow Ratio by FHWA HEC -22 method (Eq. ST -7)
Discharge outside the Gutter Section W, carried in Section Tx
Discharge within the Gutter Section W (QT - Qx)
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)
Maximum Flow Based On Allowable Water Spread
Maximum Gutter Capacity Based on Allowable Gutter Depth
Theoretical Water Spread
Theoretical Spread for Discharge outside the Gutter Section W (T - W)
Gutter Flow to Design Flow Ratio by FHWA HEC -22 method (Eq. ST -7)
Theoretical Discharge outside the Gutter Section W, carried in Section Tx TH
Actual Discharge outside the Gutter Section W, (limited by distance T.)
Discharge within the Gutter Section W (Q, - Qx)
Total Discharge for Major & Minor Storm
Slope -Based Depth Safety Reduction Factor for Major & Minor Storrn
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)
Maximum Flow Based on Allowable Gutter Depth
Max. Allowable Gutter Capacity Based on Minimum of Qr or Qct
Sw=
Y=
d=
Tx =
Eo =
Qx =
Ow =
ABACK =
Qr
TTN =
Tx TH
E0 =
Qx TH =
Qx =
Qw =
Q=
R=
QBACK =
Qd
0.1033
0.1033
2.76
2.76
4.26
4.26
10.0
10.0
0.412
0,412
0.0
0.0
0.0
0.0
0.0
0.0
SUMP
SUMP
Minor Storm Major Storm
10.4
43.8
8.9
42.3
0.454
0.099
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
SUMP
SUMP
0.0
0.0
SUMP
SUMP
Minor Storm Major Storm
ft/ft
inches
inches
ft
cfs
cfs
cfs
cfs
ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
%Ho,,, = SUMP SUMP cfs
INLET D-18, Q -Allow 7/7/2005, 11:10 AM
INLET IN A SUMP OR SAG LOCATION
Project =
Inlet ID =
Warning 1
IRONBRIDGE P.U.D.
INLET D-113
1'
Lo (C)
H -Vert
IDeslgn Information (Input)
User -Defined GOlnbinatrort
IType of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from Q -Allow') a,000l =
Number of Unit Inlets (Grate or Curb Opening) No =
Grote Information
Length of a Unit Grate La (G)=
Width of a Unit Grate Wo =
Area Opening Ratio for a Grate (typical values 0.15-0.90) A,,,0 =0.35'.
Clogging Factor for a Single Grate (typical value 0.50) C, (G) _
Grate Weir Coefficient (typical value 3.00) C„, (G)=
Grate Orifice Coefficient (typical value 0.67) Co (G) _ :
Curb Opening Information
Length of a Unit Curb Opening Lo (C)=
Height of Vertical Curb Opening in Inches liven - ,
Height of Curb Orifice Throat in Inches Hy„oa, _ ::
Angle of Throat (see USDCM Figure ST -5) Theta =
Side Width for Depression Pan (typically the gutter width of 1.5 feet) Wr =
Clogging Factor for a Single Curb Opening (typical value 0.10) C, (C) _::
Curb Opening Weir Coefficient (typical value 2.30-300) C., (C) =
Curb Opening Orifice Coefficient (typical value 0.67) Co (C) =
:- - - -2.00 inches
- - -1
-': -: :2.79' feet
- _'..: 142; feet
-
- 0.50
-
-, 3.00,
_ ....:''.'.0.67
. 1.79 feet
3.00 inches
: ::::: : 0.58 inches
- :........ 90.0'. degrees
-. - 1.50 feet
0.10,
-'2.30
- "-0:67.
Resulting Gutter Flow Depth for Grate Inlet Capacity In a Sump (with a Directional Cast Vane Grate)
:1.00I',
Clogging Coefficient for Multiple Units Coef =
Clogging Factor for Multiple Units Clog =
As a Weir
Flow Depth at Local Depression without Clogging (0.62 cis grate, 0 cfs curb) d,.,, =
Flow Depth at Local Depression with Clogging (0.62 cfs grate, 0 cfs curb) d.,r,
As an Orifice
Flow Depth at Local Depression without Clogging (0.48 cfs grate, 0.14 cfs curb) do, =
Flow Depth at Local Depression with Clogging (0.24 cfs grate, 0.38 cfs curb) do, =
Resulting Gutter Flow Depth Outside of Local Depression d, -s,,,, _
.''0.50'.
3.5 inches
I;. 4.3 inches
2.0 inches
' 2.4 inches
_ --.2.3` Inches
Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Sump
100I'
Clogging Coefficient for Multiple Units Coef =
Clogging Factor for Multiple Units Clog =
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 0.62 cfs curb) d„ _
Flow Depth at Local Depression with Clogging (0.24 cfs grate, 0.38 cfs curb) d,,, _
Curb as an Orifice, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0.48 cfs grate, 0.14 cfs curb) do, =
Flow Depth at Local Depression with Clogging (0.24 cfs grate, 0.38 cfs curb) d,, _
Resulting Gutter Flow Depth Outside of Local Depression d,r„ro =
0.10
'. 1,9 inches
". 2.0 inches
>' 2.0 inches
2.4'- inches
0.4 Inches
Resultant Street Conditions
I' 1,8. feet
Total inlet Length L =
Total Inlet Interception Capacity (Design Discharge from Q -Peak) Q, =
Resultant Gutter Flow Depth (based on sheet -Allow geometry) d =
Resultant Street Flow Spread (based on sheet -Allow geometry) T =
Resultant Flow Depth at Maximum Allowable Spread dSPREAD =
' 0,6I', cfs
'. - 1.2 Inches
0,9 feet
- - ` 0.0 Inches
Warning 1: The selected Inlet grate will not perform well under orifice conditions. Consider selecting a different grate.
INLET D-18, Inlet In Sump 7/21/2005, 8:41 PM
•
•
INLET 0-18, Inlet In Sump
7/21/2005, 8:41 PM
' • 0
. .. ,11.
.., 0
s'• 0 bk.
.-• 0
0 •
o • N,
O 1>
0 .,.
,N.
1\
O \>
O IN
0 ...
I'S
\
O ..,
O o•
O ....
t>\
O t,
O ....,
-<
O' :` li•
--4,— Grate Weir —4—Grate Ont. ----a--- Not Used a Reported Design —0-- Reported Design
Flay Depth (o) Flow Depth (lo) Flow Depth (,1.) Spread (R)
INLET 0-18, Inlet In Sump
7/21/2005, 8:41 PM
0 Intercepted
Grate WeirFlow
Depth (in.)
Grate Orif_Flow
Depth (in.)
Not Used
Reported
DesignFlow
Depth (in.)
Reported
DesignSpread
(ft.)
0.00
': 0.00
'''
0.00
0.00
0.00
0,00
1.00
3.24
''
0 12
'a
1.24
1.62
6.23
2.00
5.06
1.23
5.56
' S 56
11 50
11.00:
6.37
2.28
13 00
13.00
11.50
4.00
i 7,47
3 39
23.20
23.20
11.50
5.00: 8.53
"
4.40
36 52
36 52
' 11.50
6.00 9.49
5.36
52,72
52.72
' 11.50
7.00 1035
6.2711
7180
71.80,
11.50
8.00 11.15
7.17
93.88
1 93.88
11.50
800_ 12.01
8.03
''
11884
118.84
11.50
10.00 1' 12.87
8.89
146.80
146.80
11.50
11.00 13.57
9 69
''
177.76
177.76
' 11 50
12.00 14.28
'
10.45
''
211.60
" 211.60
11.50
13.00 15.03
11.25
248.32
248.32
11.50
14' 00 15.74
12.01
288,04
288.04
11.50
15 00 16.40
12.72
330.64
330.64
11.50
16.00 17.05
13.42
376.36
376.36
11,50
17.00 17,71
14.13
"
424.84
1 424.84
11.50
18.00 18 36
14.83
476.32
476.32
11.50
19.00 18 97
15.49
530.80
530.80
11.50
20.00 19.57
1619
588.16
588.16
11.50
21.00 20.23
'
16,85
648.52
648:52
11.50
22.00' 20.78
17.45
711.76
711.76
11:50
23.00 21.39
18.11
777.88
777:88
11.50
2400 21.99
18.71
847.12
847.12
11.50
25.00 22.59
19.37
919.12
919.12
11.50
26.00 23.10
19:97
994.12
994:12
11.50
27.00 23.65
20.58
1,072.12
1,072.12
11.50
28.00 24.26
'
21.18
1,153.00
1,153.00
11.50
29.00 24:71
21.74
1,236.88
1,236.88
1150
30.00 25,32
22.34
1,323.76
1,323.76
11.50
31.00 25.82
1
22.90
1,413'40
1,41340
11.50
32.00 26,32
23.50
1,506.16
1,506.16
11.50
33.00 26.88
24.06
1,601:68
1,601.68
; 11 50
34L 00 27.38
2461
.
1,700,32
1,700 32
11.50
35.00 27.84
25.17
1,801.84
1,801.84
11.50
36.00 2839
25.72
1,90624
1,906:24
11.50
37.00 2884
2627
2,013.64
2,013.64
11.50
38.00 29.40
2678
2123.92
2,123.92
11.50
39:00 29.90
27:33
2,237.20
2,237.20
11.50
40.0030.36
27.84
2,353.48
2,353,48
11.50
INLET D-18, Inlet In Sump 7/21/2005, 8:41 PM