HomeMy WebLinkAboutTRILBY DITCH RELOCATION - BDR180037 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTNovember 6, 2018
Shane Boyle
City of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80526
RE: Louden Ditch Piping
Shane,
This letter is to address impacts created by piping the Louden Ditch from Skyway Drive
to Trilby Road. The existing Louden Ditch is a defined grassed lined channel that varies
in depth and capacity. At the upstream end of this section of the Louden Ditch is a 30”
corrugated metal pipe that runs under Trilby Road at a slope of 0.7%. At the downstream
end of this section of the Louden Ditch is a 24” corrugated metal pipe that runs under
Skyway Drive at a slope of approximately 0.8%.
The existing ditch carries a maximum of 10 cfs of irrigation flows per the Ditch
Company. A calculation was completed to show that the irrigation ditch can carry a
maximum of 28.2 cfs before overtopping near Station 1+00. This calculation is attached.
A UD Sewer model was completed showing the impact of 28.2 cfs in the proposed 30”
pvc pipe and the results of this calculation are attached.
Calculations were completed to show the capacity of the existing corrugated metal pipes
at each end of this section of the Ditch. The upstream 30” cmp under Trilby was shown to
have a capacity of just over 20 cfs. The downstream 24” cmp under Skyway was shown
to have a capacity of just under 12 cfs. This shows that the maximum flow that can be
introduced to the Louden Ditch flowing under Trilby is 20.3 cfs but the downstream
culvert under Skyway cannot convey more than 12cfs. This shows that the proposed 30”
pvc pipe is adequate to convey the maximum flows that will be introduced to the pipe at
Trilby Road. A second UD Sewer model was completed to show the impact of 20.3 cfs
and this proposed 30” pvc can convey that flow.
700 Automation Drive, Unit I
Windsor, CO 80550
Phone: 970-686-6939
Fax: 970-686-1188
The attached calculations support the conclusion that piping this section of the Louden
Ditch will not have a negative impact on the capacity of this conveyance. The flow
restriction on this section of the Louden Ditch appear to be the upstream 30” cmp and,
more so, the downstream 24” cmp.
If you have any questions or comments, please don’t hesitate to contact me.
Sincerely,
Patricia Kroetch P.E.
Project:
Channel ID:
Design Information (Input)
Channel Invert Slope So = 0.0017 ft/ft
Manning's n n = 0.037
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 1.59 ft/ft
Right Side Slope Z2 = 1.98 ft/ft
Freeboard Height F = 0.00 ft
Design Water Depth Y = 2.88 ft
Normal Flow Condtion (Calculated)
Discharge Q = 28.18 cfs
Froude Number Fr = 0.28
Flow Velocity V = 1.90 fps
Flow Area A = 14.81 sq ft
Top Width T = 10.28 ft
Wetted Perimeter P = 11.80 ft
Hydraulic Radius R = 1.25 ft
Hydraulic Depth D = 1.44 ft
Specific Energy Es = 2.94 ft
Centroid of Flow Area Yo = 0.95 ft
Specific Force Fs = 0.98 kip
Normal Flow Analysis - Trapezoidal Channel
Louden Ditch Piping
Station 1+00
Ex Channel sta 1.xls, Basics 11/6/2018, 11:02 AM
Project:
Channel ID:
Design Information (Input)
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 1.96 ft/ft
Right Side Slope Z2 = 2.24 ft/ft
Design Discharge Q = 28.20 cfs
Critical Flow Condition (Calculated)
Critical Flow Depth Y = 2.18 ft
Critical Flow Area A = 9.98 sq ft
Critical Top Width T = 9.16 ft
Critical Hydraulic Depth D = 1.09 ft
Critical Flow Velocity V = 5.94 fps
Froude Number Fr = 1.00
Critical Wetted Perimeter P = 10.14 ft
Critical Hydraulic Radius R = 0.98 ft
Critical (min) Specific Energy Esc = 2.73 ft
Centroid on the Critical Flow Area Yoc = 0.34 ft
Critical (min) Specific Force Fsc = 0.89 kip
Critical Flow Analysis - Trapezoidal Channel
Louden Ditch Piping
Station 1+00
Ex Channel sta 1.xls, Basics 11/6/2018, 11:02 AM
Project:
Pipe ID:
Design Information (Input)
Pipe Invert Slope So = 0.0070 ft/ft
Pipe Manning's n-value n = 0.0220 *
Pipe Diameter D = 30.00 inches
Design discharge Q = 20.30 cfs
Full-flow Capacity (Calculated)
Full-flow area Af = 4.91 sq ft
Full-flow wetted perimeter Pf = 7.85 ft
Half Central Angle Theta = 3.14 radians
Full-flow capacity Qf = 20.33 cfs
Calculation of Normal Flow Condition
Half Central Angle (0<Theta<3.14) Theta = 2.26 radians
Flow area An = 4.30 sq ft
Top width Tn = 1.93 ft
Wetted perimeter Pn = 5.65 ft
Flow depth Yn = 2.05 ft
Flow velocity Vn = 4.72 fps
Discharge Qn = 20.30 cfs
Percent Full Flow Flow = 99.85% of full flow
Normal Depth Froude Number Frn = 0.56 subcritical
Calculation of Critical Flow Condition
Half Central Angle (0<Theta-c<3.14) Theta-c = 1.80 radians
Critical flow area Ac = 3.15 sq ft
Critical top width Tc = 2.44 ft
Critical flow depth Yc = 1.53 ft
Critical flow velocity Vc = 6.45 fps
Critical Depth Froude Number Frc = 1.00
* Unexpected value for Manning's n
CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation)
Louden Ditch
Pipe under Trilby Road
Pipe under Trilby.xls, Pipe 11/6/2018, 11:03 AM
Project:
Pipe ID:
Design Information (Input)
Pipe Invert Slope So = 0.0079 ft/ft
Pipe Manning's n-value n = 0.0220 *
Pipe Diameter D = 24.00 inches
Design discharge Q = 11.90 cfs
Full-flow Capacity (Calculated)
Full-flow area Af = 3.14 sq ft
Full-flow wetted perimeter Pf = 6.28 ft
Half Central Angle Theta = 3.14 radians
Full-flow capacity Qf = 11.91 cfs
Calculation of Normal Flow Condition
Half Central Angle (0<Theta<3.14) Theta = 2.26 radians
Flow area An = 2.75 sq ft
Top width Tn = 1.54 ft
Wetted perimeter Pn = 4.52 ft
Flow depth Yn = 1.64 ft
Flow velocity Vn = 4.32 fps
Discharge Qn = 11.90 cfs
Percent Full Flow Flow = 99.92% of full flow
Normal Depth Froude Number Frn = 0.57 subcritical
Calculation of Critical Flow Condition
Half Central Angle (0<Theta-c<3.14) Theta-c = 1.81 radians
Critical flow area Ac = 2.04 sq ft
Critical top width Tc = 1.94 ft
Critical flow depth Yc = 1.24 ft
Critical flow velocity Vc = 5.82 fps
Critical Depth Froude Number Frc = 1.00
* Unexpected value for Manning's n
CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation)
Louden Ditch
Pipe under Skyway Drive
Pipe under Skyway.xls, Pipe 11/6/2018, 11:04 AM
0.0 253.7 507.4 761.1 1014.8 1268.5 1522.2 1775.9 2029.6 2283.3
5038.85
5040.64
5042.44
5044.24
5046.04
5047.84
5049.64
5051.44
5053.24
5055.04
HGL
EGL
System Input Summary
Rainfall Parameters
Rainfall Return Period: 100
Rainfall Calculation Method: Formula
One Hour Depth (in): 9.67
Rainfall Constant "A": 28.5
Rainfall Constant "B": 10
Rainfall Constant "C": 0.786
Rational Method Constraints
Minimum Urban Runoff Coeff.: 0.20
Maximum Rural Overland Len. (ft): 500
Maximum Urban Overland Len. (ft): 300
Used UDFCD Tc. Maximum: Yes
Sizer Constraints
Minimum Sewer Size (in): 18.00
Maximum Depth to Rise Ratio: 0.90
Maximum Flow Velocity (fps): 18.0
Minimum Flow Velocity (fps): 2.0
Backwater Calculations:
Tailwater Elevation (ft): 5040.60
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
OUTFALL
1 5045.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 1 5044.94 28.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 2 5049.90 28.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 3 5051.90 28.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 4
SWR 4 - 1 5054.85 28.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
OUTFALL 1 0.00 0.00 0.00 0.00 0.00 0.63 44.89 0.06 28.20
MH 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.20
MH 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.20
MH 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.20
MH 4 SWR 4
- 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.18
MH 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.20
MH 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.20
MH 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.20
MH 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.20
MH 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.20 Surface Water Present
(Upstream)
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
MH 4 SWR 4
- 1
26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.18 405.00
MH 5 26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.20 68.42
MH 6 26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.20 403.00
MH 7 26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.20 403.00
MH 8 26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.20 403.00
MH 9 26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.20 23.17
A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section
Rise Span Rise Span Rise Span Area
(ft^2)
Comment
MH 1 28.20 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
in 4.91
Existing height is
smaller
than the suggested
height.
Existing width is
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
MH 2 28.20 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
in 4.91
Existing height is
smaller
than the suggested
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
MH 5 28.20 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
in 4.91
Existing height is
smaller
than the suggested
height.
Existing width is
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
MH 6 28.20 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
in 4.91
Existing height is
smaller
than the suggested
height.
Existing width is
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
MH 7 28.20 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
Sewer sizes should not decrease downstream.
All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 5040.60
Invert Elev.
Downstream
Manhole
Losses
HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
MH 1 5040.61 5040.65 0.00 0.00 5043.11 5043.16 5043.62 0.05 5043.67
MH 2 5040.45 5041.26 0.03 0.00 5043.18 5044.09 5043.69 0.91 5044.61
MH 3 5041.05 5041.86 0.03 0.00 5044.12 5045.03 5044.63 0.91 5045.54
MH 4 SWR
4 - 1 5041.67 5042.48 0.03 0.00 5045.06 5045.97 5045.57 0.91 5046.48
MH 5 5042.44 5042.58 0.03 0.00 5046.00 5046.15 5046.51 0.15 5046.66
MH 6 5042.37 5043.18 0.03 0.00 5046.18 5047.08 5046.69 0.91 5047.60
MH 7 5042.97 5043.78 0.03 0.00 5047.11 5048.02 5047.62 0.91 5048.53
MH 8 5043.57 5044.38 0.03 0.00 5048.04 5048.95 5048.56 0.91 5049.46
MH 9 5044.38 5044.43 0.03 0.00 5048.98 5049.03 5049.49 0.05 5049.54
Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered
a sewer.
Bend loss = Bend K * V_fi ^ 2/(2*g)
Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
Friction loss is always Upstream EGL - Downstream EGL.
0.0 253.7 507.4 761.1 1014.8 1268.5 1522.2 1775.9 2029.6 2283.3
5038.85
5040.64
5042.44
5044.24
5046.04
5047.84
5049.64
5051.44
5053.24
5055.04
HGL
EGL
System Input Summary
Rainfall Parameters
Rainfall Return Period: 100
Rainfall Calculation Method: Formula
One Hour Depth (in): 9.67
Rainfall Constant "A": 28.5
Rainfall Constant "B": 10
Rainfall Constant "C": 0.786
Rational Method Constraints
Minimum Urban Runoff Coeff.: 0.20
Maximum Rural Overland Len. (ft): 500
Maximum Urban Overland Len. (ft): 300
Used UDFCD Tc. Maximum: Yes
Sizer Constraints
Minimum Sewer Size (in): 18.00
Maximum Depth to Rise Ratio: 0.90
Maximum Flow Velocity (fps): 18.0
Minimum Flow Velocity (fps): 2.0
Backwater Calculations:
Tailwater Elevation (ft): 5040.60
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
OUTFALL
1 5045.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 1 5044.94 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 2 5049.90 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 3 5051.90 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 4
SWR 4 - 1 5054.85 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole Tc
(min)
Peak
Flow
(cfs)
Comment
OUTFALL 1 0.00 0.00 0.00 0.00 0.00 0.45 44.81 0.09 20.33
MH 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
MH 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
MH 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
MH 4 SWR 4 - 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
MH 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
MH 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
MH 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
MH 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
MH 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.33
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
MH 5 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
MH 6 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
MH 7 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
MH 8 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
MH 9 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section
Rise Span Rise Span Rise Span Area
(ft^2)
Comment
MH 1 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
MH 2 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
MH 3 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
MH 4 SWR 4 - 1 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
MH 5 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
MH 6 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
MH 7 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
MH 8 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
MH 9 20.33 CIRCULAR 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 30.00 in 4.91
Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
Sewer sizes should not decrease downstream.
All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 5040.60
Invert Elev.
Downstream
Manhole
Losses
HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
MH 6 5042.37 5043.18 0.01 0.00 5044.50 5044.90 5044.82 0.57 5045.40
MH 7 5042.97 5043.78 0.01 0.00 5045.08 5045.49 5045.41 0.58 5045.99
MH 8 5043.57 5044.38 0.01 0.00 5045.67 5046.09 5046.00 0.59 5046.59
MH 9 5044.38 5044.43 0.01 0.00 5046.12 5046.15 5046.60 0.04 5046.64
Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered
a sewer.
Bend loss = Bend K * V_fi ^ 2/(2*g)
Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
Friction loss is always Upstream EGL - Downstream EGL.
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
MH 1 5040.61 5040.65 0.00 0.00 5042.14 5042.25 5042.78 0.05 5042.83
MH 2 5040.45 5041.26 0.01 0.00 5042.50 5042.94 5042.85 0.61 5043.46
MH 3 5041.05 5041.86 0.01 0.00 5043.14 5043.56 5043.47 0.59 5044.07
MH 4 SWR
4 - 1 5041.67 5042.48 0.01 0.00 5043.74 5044.17 5044.08 0.60 5044.69
MH 5 5042.44 5042.58 0.01 0.00 5044.26 5044.33 5044.70 0.11 5044.81
Rise
(ft or in)
Span
(ft or in)
MH 1 21.31 5040.61 0.2 5040.65 0.009 0.03 0.00 CIRCULAR 30.00 in 30.00 in
MH 2 405.00 5040.45 0.2 5041.26 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 3 405.00 5041.05 0.2 5041.86 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 4 SWR 4 - 1 405.00 5041.67 0.2 5042.48 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 5 68.42 5042.44 0.2 5042.58 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 6 403.00 5042.37 0.2 5043.18 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 7 403.00 5042.97 0.2 5043.78 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 8 403.00 5043.57 0.2 5044.38 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 9 23.17 5044.38 0.2 5044.43 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
Sewer Flow Summary:
Full Flow
Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
MH 1 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
MH 2 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
MH 3 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
MH 4 SWR 4
- 1 26.57 5.41 18.37 6.45 19.66 5.96 0.88 Subcritical
20.33 0.00
MH 5 5055.30 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 6 5056.50 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 7 5049.75 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 8 5050.18 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 9 5048.93 20.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
in 4.91
Existing height is
smaller
than the suggested
height.
Existing width is
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
MH 8 28.20 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
in 4.91
Existing height is
smaller
than the suggested
height.
Existing width is
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
MH 9 28.20 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
in 4.91
Existing height is
smaller
than the suggested
height.
Existing width is
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
height.
Existing width is
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
MH 3 28.20 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
in 4.91
Existing height is
smaller
than the suggested
height.
Existing width is
smaller
than the suggested
width.
Exceeds max.
Depth/Rise
MH 4 SWR 4 -
1
28.18 CIRCULAR 30.00
in
30.00
in
33.00
in
33.00
in
30.00
in
30.00
in
4.91 Existing height is
smaller
than the suggested
height.
Existing width is
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
MH 1 21.31 5040.61 0.2 5040.65 0.009 0.03 0.00 CIRCULAR 30.00 in 30.00 in
MH 2 405.00 5040.45 0.2 5041.26 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 3 405.00 5041.05 0.2 5041.86 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 4 SWR 4 - 1 405.00 5041.67 0.2 5042.48 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 5 68.42 5042.44 0.2 5042.58 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 6 403.00 5042.37 0.2 5043.18 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 7 403.00 5042.97 0.2 5043.78 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 8 403.00 5043.57 0.2 5044.38 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
MH 9 23.17 5044.38 0.2 5044.43 0.009 0.05 0.00 CIRCULAR 30.00 in 30.00 in
Sewer Flow Summary:
Full Flow
Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
MH 1 26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.20 21.31
MH 2 26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.20 405.00
MH 3 26.57 5.41 30.00 5.74 30.00 5.74 0.00 Pressurized 28.20 405.00
MH 5 5055.30 28.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 6 5056.50 28.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 7 5049.75 28.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 8 5050.18 28.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MH 9 5048.93 28.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00