HomeMy WebLinkAbout6608; NORTHWEST QUADRANT STORM DRAIN IMPROVEMENT PROGRAM MONROE STREET; HYDROLOGY AND HYDRAULICS REPORT; 2017-01-01
100% SUBMITTAL
January 2016
MONROE STREET
JN 146408
Table of Contents
1. Project Description .................................................................................................. 1
1.1 Project Background ........................................................................................... 1
1.2 Project Location ................................................................................................ 1
1.3 Existing Conditions ............................................................................................ 1
1.4 Proposed Improvements ................................................................................... 2
1.5 FEMA Firm Map ................................................................................................ 2
2. Study Objectives...................................................................................................... 2
3. Methodology ............................................................................................................ 2
3.1 Hydrology .......................................................................................................... 2
3.2 Hydraulics ......................................................................................................... 3
3.2.1 Street Capacity .......................................................................................... 3
3.2.2 Storm Drain Inlet Sizing ............................................................................. 4
3.2.3 Storm Drain Pipe Sizing ............................................................................. 4
4. Results .................................................................................................................... 5
4.1 Hydrology .......................................................................................................... 5
4.2 Hydraulics ......................................................................................................... 5
4.2.1 Street Capacity .......................................................................................... 5
4.2.2 Storm Drain Inlet Sizing ............................................................................. 6
4.2.3 Storm Drain Pipe Sizing ............................................................................. 7
5. Conclusions and Recommendations........................................................................ 7
List of Tables
Table 4-1 Rational Method Hydrology Summary ............................................................. 5
Table 4-2 Street Capacity Performance Summary .......................................................... 6
Table 4-3 Inlet Minimum Sizing Summary ....................................................................... 6
Table 4-4 Pipe Sizing Summary ...................................................................................... 7
List of Figures
Figure 1-1 Vicinity Map .................................................................................................... 1
Appendix
APPENDIX A – Background Information
APPENDIX B – Hydrologic Work Map and Hydrology Calculations
APPENDIX C – Pipe and Inlet Hydraulic Calculations
APPENDIX D – Street Capacity Location Map and Calculations
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1. Project Description
1.1 Project Background
This project represents a portion of the overall plan for drainage improvements in
Carlsbad’s Northwest Quadrant. Specifically, this report addresses the reported
flooding conditions at 3095 Monroe Street. The project’s overall goal is to alleviate, to
the greatest extent practical, current deficiencies in drainage and resulting
inundation. Michael Baker International has been hired by the City to identify the
source of these deficiencies and work with staff to develop and implement design
solutions.
1.2 Project Location
The approximate location that is being addressed in this phase of work can be seen
on the Vicinity Map (Figure 1-1):
Figure 1-1 Vicinity Map
1.3 Existing Conditions
Monroe Street has a continuous curb and gutter along both sides of the street with
intermittent residential driveways. The upstream end of the tributary area to the
project site is at the Monroe Street – Basswood Avenue intersection. From that
point, runoff is conveyed northwesterly in a gutter along Monroe Street, then
discharges to an existing curb inlet near Carlsbad Village Drive. An 18” reinforced
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concrete pipe (“RCP”) connects the curb inlet to another curb inlet on the other side
of Monroe Street, which is connected to the storm drain system in Carlsbad Village
Drive via a 24” RCP. There has been reported flooding at the driveway of 3095
Monroe Street (“the main flooding area”) – storm water from the gutter overtops the
hump in the driveway and flows down the back side of the driveway into the garage.
The frequency and duration of the flooding was not reported – it is assumed that
flooding occurs for short durations during storm micro-bursts. Flooding is not a result
of ponded water in Monroe Street – it could be caused by some combination of short
duration storm micro-bursts, a hydraulic “super-elevation” effect, a lowered building
pad as compared to adjacent properties, and other factors. The drainage area to the
main flooding area as well as drainage areas for the opposite side of Monroe Street
can be seen on the map included in Appendix B.
1.4 Proposed Improvements
A proposed curb inlet and 18” RCP would begin just upstream of 3095 Monroe Street
and extend approximately 230’ to the existing storm drain near Carlsbad Village
Drive.
1.5 FEMA Firm Map
FEMA has mapped the project sites and surrounding areas as Unshaded “Zone X”
(i.e. outside the 500 year floodplain). Refer to Appendix A for FEMA mapping.
2. Study Objectives
The objectives for this study include the following:
· Quantify existing flow rates to the main flooding area in the existing condition.
· Confirm the hydraulic adequacy of the proposed 18” RCP and curb inlet based
upon City of Carlsbad Engineering Standards. The existing storm drain is
assumed to be at full capacity at the point of connection.
· Determine existing street flow capacity and compliance with City of Carlsbad
Engineering Standards within Monroe Street at the main flooding area.
Determine if an alternative, more cost effective design solution is feasible based
upon the conveyance capacity of Monroe Street.
3. Methodology
3.1 Hydrology
Existing hydrologic parameters have been developed using the Rational Method
procedures according to 2003 San Diego County Hydrology Manual (SDCHM), as
adapted within Volume 1, Chapter 5 of the City of Carlsbad Engineering Standards.
Detailed hydrology calculations can be found in Appendix B. Additional background
support found in Appendix A.
Runoff Coefficient (C)
C values were determined from Table 3-1 in the SDCHM, in conjunction with
impervious area estimates from public domain aerial photographs. A summary of
these values can be found within Table 4-1.
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Soils information has been taken from a National Resource Conservation Service
(NRCS) Web Soil Survey, found in Appendix A.
Area (A)
Drainage areas (A) were determined based on a site specific topographic survey
(“site survey”), Google Earth, and site inspections. The limits of the site survey did
not include the entirety of the drainage areas to the main flooding area in Monroe
Street. Therefore Google Earth and site inspections were used to make geometric
and elevation estimates about the topography not included in the site survey.
Site inspections and an area-wide aerial topographic survey were unable to identify
any potential physical drainage features capable of impacting flow paths. Drainage
area delineations are found in Appendix B.
Intensity (I)
Precipitation values come from the Rainfall Isopluvial Map in Appendix B of the
SDCHM (100-yr P6=2.6 in, 10-yr P6=1.7 in, 2-yr P6=1.3 in).
An initial time of concentration (Ti) of six minutes, based on Table 3-2 of the SDCHM
(found in Appendix A), is added to Travel time (Tt), based on the velocity and
distance of flow, to determine the total time of concentration (Tc). The condition for
the vast majority of the flow path is curb and gutter. Therefore, the velocity for
calculating travel time is based on gutter flow. Figure 3-6 of the SDCHM (found in
Appendix A) was used to estimate velocities for each drainage area. Due to limits of
detail of the site survey, topographic estimates (including longitudinal slope) were
made when determining the velocity.
3.2 Hydraulics
3.2.1 Street Capacity
The City of Carlsbad Engineering Standards require that an inlet to an underground
storm system be provided when enough flow has accumulated within the gutter to
cause the depth to approach or exceed the top of curb elevation during the 100 year,
6 hour event. Street capacity was analyzed at various half-street cross sections in
the existing condition using Flowmaster software, which determines flow depth
based upon Manning’s equation for uniform channel conditions. Street capacity
calculations can be found within Appendix D, and are summarized in Table 4-2. The
calculations were performed for the 100-year event.
The cross sections analyzed are located throughout Monroe Street, including the
main flooding area. Due to limits of detail of the site survey, topographic estimates
(including longitudinal slope) were made when developing the cross sections. Cross
section locations are found on the map in Appendix D. Locations on both sides of
Monroe Street were chosen for conveyance capacity analysis to determine the
potential for any spillover. Significant spillover flow from the northeast side of
Monroe Street to the southwest side could contribute to the flooding conditions at the
main flooding area. If there is any spillover flow, it will be added or subtracted from
the appropriate cross sections and their downstream counterparts accordingly.
Due to limited topographic information, Google Earth and site inspections were used
to approximate elevations and geometrics for Cross Sections 1-3, 1-4, and 1-5.
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Monroe Street cross slopes were assumed to be 1.0% at Cross Section 1-5 and
1.5% at Cross Sections 1-3 and 1-4.
Flow at Cross Section 1-3 is assumed to be 95% of the flow at Cross Section 1-1
(main flooding area). The flow at Cross Section 1-2 is assumed to be the total
combined flow from Drainage Areas 2 and 3. The flow at Cross Section 1-4 is the
sum of flow from Drainage Area 3 and 95% of the flow from Drainage Area 2.
3.2.2 Storm Drain Inlet Sizing
The City of Carlsbad Engineering Standards require that storm drains be sized
convey the 10-year, 6-hour peak runoff rate and capture enough of the 100-year, 6-
hour peak runoff rate to maintain a depth of flow in the street that is below the curb.
For inlets in a continuous grade condition, the capture rate based on the following
equation provided in City of Carlsbad Engineering Standards:
Q = 0.7*L*(a + y)3/2
Where:
y = depth of flow in approach gutter in feet
a = depth of depression of flow line at inlet in feet
L = length of clear opening in feet (maximum 30 feet)
Q = flow in CFS, use 100-year design storm minimum
A value of five inches for “y” is assumed in order to comply with the street capacity
requirements described above. A value of four inches is used for “a” per San Diego
Regional Standard Drawing D-02, the curb inlet proposed for this project.
The inlet will be sized to convey the 10-year event at a minimum and closely match
the capacity of the proposed pipe it is connected to. Any flow in excess of the
capacity of this inlet in the 100-year event will bypass and continue to flow down
Monroe Street to an existing inlet near Carlsbad Village Drive. Inlet sizing
calculations can be found in Appendix C.
3.2.3 Storm Drain Pipe Sizing
The City of Carlsbad Engineering Standards require that pipes convey the 10-year,
6-hour event “underground”. Preliminary pipe hydraulic calculations for the 10-year
event have been determined with Hydraflow Storm Sewers, which is based upon the
Standard Step Method. This method uses a combination of Bernoulli’s energy
equation and Manning’s equation, in an iterative process between upstream and
downstream ends, to determine hydraulic profiles.
The proposed storm drain is conservatively assumed to be 18” with a 0.5% slope,
which are the minimum requirements for public storm drains, per City of Carlsbad
Engineering Standards. The existing 18” pipe is assumed to be at full capacity at the
connection point of the proposed storm drain. Storm drain piping calculations can be
found in Appendix C.
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4. Results
4.1 Hydrology
Table 4-1 provides a summary of the hydrology calculations for the main flooding
area.
Table 4-1 Rational Method Hydrology Summary
Basin ID
Drainage
Area
(ac) C
Tc
(min)
2 Year 10 Year 100 Year
P6 I (in/hr)
Q2
(cfs) P6 I (in/hr)
Q10
(cfs) P6 I (in/hr)
Q100
(cfs)
1 3.2 0.58 9.0 1.3 2.34 4.4 1.7 3.07 5.7 2.6 4.69 8.7
2 2.1 0.58 8.0 1.3 2.53 3.1 1.7 3.31 4.0 2.6 5.06 6.2
3 9.5 0.58 10.4 1.3 2.13 11.7 1.7 2.79 15.3 2.6 4.26 23.5
Where:
Area: Tributary drainage area in acres
C: Runoff coefficient
Tc: Total time of concentration in minutes
P6: 6-hour rainfall depth
I: Rainfall intensity in inches per hour
Q: Flow rate in cubic feet per second
These results were used to size the proposed storm drain improvements and
determine the hydraulic conveyance of Monroe Street. Detailed hydrology
calculations are found in Appendix B.
4.2 Hydraulics
4.2.1 Street Capacity
Table 4-2 provides a summary of the street capacity in Madison Street at the main
flooding area and other significant areas – see the cross section locations in the
Street Capacity Location Map in Appendix D. In Table 4-2 a “Yes” is indicated when
the depth of flow in the street is less and or equal to the top of curb (in other words
meeting City of Carlsbad Engineering Standards). A “No” means that the flow is
above the top of curb.
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Table 4-2 Street Capacity Performance Summary
Section Description
10-Year Event 100-Year Event
Existing Condition/
Proposed Condition
Existing Condition/
Proposed Condition
1-1* Main Flooding Area Yes / Yes Yes / Yes
1-2**
Monroe Street, Opposite of
Main Flooding Area No / No No / No
1-3*
Flat Area of Monroe St
(southwest side), Upstream
of Main Flooding Area Yes / Yes Yes / Yes
1-4**
Flat Area of Monroe St
(northeast side), Upstream
of Main Flooding Area Yes / Yes No*** / No***
1-5**
Cross Gutter at Westwood
Dr Intersection Yes / Yes Yes / Yes
*Main flooding area side of Monroe Street
**Opposite side of Monroe Street from main flooding area
***During spillover
The 10-year event is conveyed below the curb in Monroe Street on main flooding
area side (i.e., the southwest side). The opposite side of Monroe Street (i.e., the
northeast side) does not fully convey the 10-year event below the curb. However,
there is no spillover flow in the 10-year event.
The 100-year event is conveyed below the curb in Monroe Street on the main
flooding area side. The opposite side of Monroe Street does not fully convey the
100-year event below the curb. There is spillover flow of 7.5 cfs at cross section 1-4,
which was determined by taking the difference between the flow during spillover
(“Section 1-4 (100yr) – Failure” in Appendix D) and the flow just prior to spillover
(“Section 1-4 (100yr) – Critical” in Appendix D). This difference of 7.5 cfs was added
to the cross sections across the street, cross sections 1-3 and 1-1, and subtracted
from cross section 1-2. The spillover flow could contribute to the flooding conditions
at the main flooding area in the 100-year event.
4.2.2 Storm Drain Inlet Sizing
Table 4-3 provides a summary of the proposed inlet sizing, based on the various
storm events.
Table 4-3 Inlet Minimum Sizing Summary
Inlet Type
10 Year 100 Year
Q10
Minimum L
(ft) Q100 (cfs)
Minimum L
(ft)
Curb 5.70 12.5 8.70 19.1
The proposed curb inlet will be 13’ long in order to fully capture the 10-year event
and part of the 100-year event. Detailed inlet sizing calculations are found in
Appendix C.
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4.2.3 Storm Drain Pipe Sizing
The capacity calculations for the proposed 18” RCP were determined in Hydraflow
Storm Sewers (see Appendix C for calculations). Pipe results are summarized in
Table 4-4.
Table 4-4 Pipe Sizing Summary
Pipe Size (in) Location
10 Year
Flow in Pipe
(cfs)
Pipe Capacity
(cfs)
18 Proposed Inlet 7.35 5.70
18
Proposed
Cleanout 12.43 5.70
18
Connection to
Existing 18”
RCP 12.57 5.70
The proposed 18” RCP were first analyzed in the 10-year event, which Hydraflow
Storm Sewers determined to be conveyed underground, meeting the City of
Carlsbad Engineering Standards (see Appendix C for detailed pipe hydraulic
calculations).
5. Conclusions and Recommendations
Quantify existing flow rates to the main flooding area in the existing condition.
The flow rates to the main flooding area are 8.7 cfs in the 100-year event, 5.7 cfs
in the 10-year event, and 4.4 cfs in the 2-year event. Spillover flow at cross
section 1-4 contributes 7.5 cfs of additional flow to the main flooding area in the
100-year event.
Confirm the hydraulic adequacy of the proposed 18” RCP and curb inlet based upon
City of Carlsbad Engineering Standards.
Based on the City of Carlsbad Engineering Standards for continuous grade curb
inlets, the proposed inlet will fully capture 10-year event and a portion of the 100-
year event. The proposed 18” RCP conveys the 10-year event underground.
The proposed inlet and 18” RCP meet the minimum City of Carlsbad Engineering
Standards.
Determine existing street flow capacity and compliance with City of Carlsbad
Engineering Standards within Monroe Street at the main flooding area. Determine if
an alternative, more cost effective design solution is feasible based upon the
conveyance capacity of Monroe Street.
In the 100-year event, the 7.5 cfs of spillover flow from the opposite side of the
street could contribute to the flooding conditions at the main flooding area.
Spillover flow does not occur in the 10-year event. Based on the results of the
street capacity calculations with the additional spillover flow, the existing 100-
year limits of inundation are contained below curb height within the right-of-way
(“ROW”) at the main flooding area, which meets the City of Carlsbad Engineering
Standards. Any traditional surface improvements (pavement, curb, gutter, etc.)
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within the ROW would not be practical as the existing surface conditions convey
the 100-year event at the main flooding area, according to City of Carlsbad
Engineering Standards.
However, the flow rates calculated may be lower than actual conditions due to
the limited accuracy of the topographic information beyond the limits of the
detailed site specific survey. Additional detailed survey information could provide
topographic justification for increased flow in the existing condition. A
combination of additional factors could also justify the reported flooding,
including: a hydraulic super-elevation effect; a short duration storm micro-burst
greater than the 100-year event, which may not be reported by rain gauges; and
a lower building pad as compared to adjacent street (unlike most other properties
on the street).
It is difficult to estimate the frequency and duration of the reported flooding at
main flooding area given the limitation of survey data at the Monroe Street –
Westwood Drive intersection, and the potential to experience split flow
conditions. Short duration storm micro-bursts, lower than usual building pad
elevation, and a potential for minor hydraulic super-elevation caused by
curvature in the road may also be contributing factors.
Constructing the proposed curb inlet and 18” RCP will reduce the flow rate in the
street by providing 7.4 cfs of conveyance – a significant improvement for the
main flooding area and the adjacent property at 3085 Monroe St.
Carlsbad Northwest Quadrant Improvements
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References
San Diego County Department of Public Works Flood Control Section, Hydrology
Manual (SDCHM), June 2003.
San Diego County, Hydraulic Design Manual (SDCHDM), September 2014.
Soil Conservation Service (SCS). Soil Survey San Diego Area, California. December
1973.
City of Carlsbad Engineering Standards, Volume 1, Chapter 5, 2008.
APPENDIX A – Background Information
Hydrologic Soil Group—San Diego County Area, California
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/12/2015
Page 1 of 4366970036698003669900367000036701003670200367030036704003670500366970036698003669900367000036701003670200367030036704003670500468900469000469100469200469300469400469500
468900 469000 469100 469200 469300 469400 469500
33° 10' 24'' N 117° 20' 2'' W33° 10' 24'' N117° 19' 35'' W33° 9' 53'' N
117° 20' 2'' W33° 9' 53'' N
117° 19' 35'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 200 400 800 1200Feet
0 50 100 200 300Meters
Map Scale: 1:4,630 if printed on A portrait (8.5" x 11") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 8, Sep 17, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Nov 3, 2014—Nov 22,
2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Hydrologic Soil Group—San Diego County Area, California
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/12/2015
Page 2 of 4
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — San Diego County Area, California (CA638)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CbD Carlsbad gravelly loamy
sand, 9 to 15 percent
slopes
B 0.9 2.0%
MlC Marina loamy coarse
sand, 2 to 9 percent
slopes
B 35.8 76.0%
MlE Marina loamy coarse
sand, 9 to 30 percent
slopes
B 10.4 22.0%
Totals for Area of Interest 47.1 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Hydrologic Soil Group—San Diego County Area, California
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/12/2015
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—San Diego County Area, California
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/12/2015
Page 4 of 4
PROJECT
LOCATION
APPENDIX B – Hydrologic Work Map and Hydrology
Calculations
Monroe Street - Hydrology Summary TableQ=CIAQ = Flow Rate (cfs)C = Runoff CoefficientI = Intensity (in/hr)P6 = 6-hour Precipitation (in)A = Area (acres)Ti = Initial Time of Concentration (min)Tt = Travel Time (min)Tc = Time of Concentration = Ti + TtV = Surface Flow Velocity (ft/s)P6IQ2P6IQ10P6IQ1001* 3.2 0.58 6 900 5 3.0 9.0 1.3 2.34 4.4 1.7 3.07 5.7 2.6 4.69 8.72** 2.1 0.58 6 600 5 2.0 8.0 1.3 2.53 3.1 1.7 3.31 4.0 2.6 5.06 6.23** 9.5 0.58 6 2000 7.5 4.4 10.4 1.3 2.13 11.7 1.7 2.79 15.3 2.6 4.26 23.5*Modeled in Hydraflow as Line No. 3**Not modeled in HydraflowTc (min)Drainage Area ID A (ac) C10 YearFlow Length (ft) V (ft/s)Ti (min) Tt (min)100 Year2 Year
APPENDIX C – Pipe and Inlet Hydraulic Calculations
Monroe Street - Inlet Sizing
City of Carlsbad Engineering Standards Volume 1 (2004 Edition)
Q = 0.7*L*(a + y)3/2
y = depth of flow in approach gutter in feet, assume 5" = 0.42' for street capacity compliance
a = depth of depression of flow line at inlet in feet = 4 in = 0.33 ft
L = length of clear opening in feet (maximum 30 feet)
Q = flow in CFS, use 100-year design storm minimum
Minimum Sizing
Q10
Minimum
L (ft)Q100 (cfs)
Minimum
L (ft)
Curb 0.33 0.42 5.70 12.5 16.20 35.6
100 Year
→ Use 13' curb inlet to fully capture 10 year event
a (ft)Inlet Type y (ft)
10 Year
123OutfallHydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 PlanProject File: Monroe St.stmNumber of lines: 3Date: 12-17-2015Hydraflow Storm Sewers Extension v6.066
Storm Sewer Summary ReportPage 1 LineLine IDFlow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns JunctionNo.rate size shape length EL Dn EL Up slope down up loss Junct line Type(cfs) (in)(ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.1 SD 15.70 18 Cir 156.220 159.39 161.63 1.434 160.30 162.54 0.06 162.54 End None2 SD 25.70 18 Cir 54.920 161.63 162.40 1.402 162.54 163.31 n/a 163.90 i 1 Manhole3 SD 35.70 18 Cir 16.350 163.09 163.17 0.489 164.00 164.17 n/a 164.51 i 2 Curb-HorizProject File: Monroe St.stmNumber of lines: 3Run Date: 12-17-2015NOTES: Return period = 10 Yrs. ; i - Inlet control.Hydraflow Storm Sewers Extension v6.066
Storm Sewer TabulationPage 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line IDcoeff(I) flow fullLine ToIncr Total Incr Total Inlet SystSize Slope Dn Up Dn Up Dn UpLine(ft) (ac) (ac) (C)(min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)1 End 156.220 0.00 0.00 0.00 0.00 0.00 0.0 5.2 0.0 5.70 12.57 5.07 18 1.43 159.39 161.63 160.30 162.54 163.00 165.00 SD 12 1 54.920 0.00 0.00 0.00 0.00 0.00 0.0 5.1 0.0 5.70 12.43 5.07 18 1.40 161.63 162.40 162.54 163.31 165.00 165.50 SD 23 2 16.350 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 5.70 7.35 4.82 18 0.49 163.09 163.17 164.00 164.17 165.50 165.50 SD 3Project File: Monroe St.stmNumber of lines: 3Run Date: 12-17-2015NOTES: Intensity = 12.86 / (Inlet time + 0.10) ^ 0.65; Return period = 10 Yrs. ; c = cir e = ellip b = boxHydraflow Storm Sewers Extension v6.066
Hydraulic Grade Line ComputationsPage 1 Line Size QDownstreamLenUpstreamCheck JL Minorcoeff lossInvert HGL Depth Area Vel Vel EGL SfInvert HGL Depth Area Vel Vel EGL Sf Ave Enrgyelev elevhead elevelev elevhead elevSf loss(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)1 18 5.70 159.39 160.30 0.91 1.12 5.07 0.40 160.70 0.628 156.220161.63 162.54 0.91** 1.12 5.07 0.40 162.94 0.628 0.628 n/a 0.15 0.062 18 5.70 161.63 162.54 0.91* 1.12 5.07 0.40 162.94 n/a 54.920 162.40 163.31 0.91** 1.12 5.07 0.40 163.71i n/a n/a n/a 1.00 n/a3 18 5.70 163.09 164.00 0.91* 1.12 5.07 0.40 164.40 n/a 16.350 163.17 164.17 1.00 1.25 4.57 0.32 164.49i n/a n/a -0.234 1.00 n/aProject File: Monroe St.stmNumber of lines: 3Run Date: 12-17-2015Notes: * Critical depth assumed.; ** Critical depth. ; c = cir e = ellip b = boxHydraflow Storm Sewers Extension v6.066
0 25 50 75 100 125 150 175 200 225 250156.00156.00160.00160.00164.00164.00168.00168.00172.00172.00176.00176.00Sta 0+00.00 - OutfallGrnd. El. 163.00Inv. El. 159.39 InSta 1+56.22 - Ln: 1Grnd. El. 165.00Inv. El. 161.63 OutInv. El. 161.63 In156.220Lf - 18" @ 1.43%Sta 2+11.14 - Ln: 2Rim El. 165.50Inv. El. 162.40 OutInv. El. 163.09 In54.920Lf - 18" @ 1.40%Sta 2+27.49 - Ln: 3Rim El. 165.50Inv. El. 163.17 Out16.350Lf - 18" @ 0.49% HGL Reach (ft)Elev. (ft)Proj. file: Monroe St.stmHydraflow Storm Sewers ExtensionStorm Sewer Profile
APPENDIX D – Street Capacity Location Map and
Calculations
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Discharge 16.20 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 165.45
0+05 165.05
0+05 164.98
0+06 165.08
0+29 165.60
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 165.45)(0+29, 165.60)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.40 ft
Elevation Range 164.98 to 165.60 ft
Flow Area 2.96 ft²
Wetted Perimeter 18.28 ft
Hydraulic Radius 0.16 ft
Top Width 18.19 ft
Normal Depth 0.40 ft
Critical Depth 0.53 ft
Section 1-1 (100yr) at Driveway
8/14/2015 10:56:27 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00402 ft/ft
Velocity 5.48 ft/s
Velocity Head 0.47 ft
Specific Energy 0.86 ft
Froude Number 2.40
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.40 ft
Critical Depth 0.53 ft
Channel Slope 0.02600 ft/ft
Critical Slope 0.00402 ft/ft
Section 1-1 (100yr) at Driveway
8/14/2015 10:56:27 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Normal Depth 0.40 ft
Discharge 16.20 ft³/s
Cross Section Image
Section 1-1 (100yr) at Driveway
8/14/2015 10:57:03 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Discharge 16.20 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 165.22
0+00 164.22
0+02 164.86
0+12 165.32
0+24 165.42
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 165.22)(0+24, 165.42)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.95 ft
Elevation Range 164.22 to 165.42 ft
Flow Area 2.30 ft²
Wetted Perimeter 9.80 ft
Hydraulic Radius 0.24 ft
Top Width 8.74 ft
Normal Depth 0.95 ft
Critical Depth 1.21 ft
Section 1-1 (100yr) at Curb
8/14/2015 11:00:27 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00425 ft/ft
Velocity 7.03 ft/s
Velocity Head 0.77 ft
Specific Energy 1.72 ft
Froude Number 2.41
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.95 ft
Critical Depth 1.21 ft
Channel Slope 0.02600 ft/ft
Critical Slope 0.00425 ft/ft
Section 1-1 (100yr) at Curb
8/14/2015 11:00:27 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Normal Depth 0.95 ft
Discharge 16.20 ft³/s
Cross Section Image
Section 1-1 (100yr) at Curb
8/14/2015 11:00:56 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Discharge 22.20 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 165.75
0+22 165.23
0+24 165.12
0+24 165.56
0+29 165.80
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 165.75)(0+29, 165.80)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.47 ft
Elevation Range 165.12 to 165.80 ft
Flow Area 3.58 ft²
Wetted Perimeter 18.30 ft
Hydraulic Radius 0.20 ft
Top Width 17.85 ft
Normal Depth 0.47 ft
Critical Depth 0.64 ft
Section 1-2 (100yr)
8/13/2015 1:46:11 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00390 ft/ft
Velocity 6.20 ft/s
Velocity Head 0.60 ft
Specific Energy 1.07 ft
Froude Number 2.44
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.47 ft
Critical Depth 0.64 ft
Channel Slope 0.02600 ft/ft
Critical Slope 0.00390 ft/ft
Section 1-2 (100yr)
8/13/2015 1:46:11 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Normal Depth 0.47 ft
Discharge 22.20 ft³/s
Cross Section Image
Section 1-2 (100yr)
8/13/2015 1:46:41 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Discharge 15.80 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 175.00
0+05 174.90
0+05 174.40
0+07 174.56
0+29 174.89
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 175.00)(0+29, 174.89)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.45 ft
Elevation Range 174.40 to 175.00 ft
Flow Area 3.48 ft²
Wetted Perimeter 21.59 ft
Hydraulic Radius 0.16 ft
Top Width 21.13 ft
Normal Depth 0.45 ft
Critical Depth 0.55 ft
Section 1-3 (100yr)
8/13/2015 1:40:21 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00418 ft/ft
Velocity 4.54 ft/s
Velocity Head 0.32 ft
Specific Energy 0.77 ft
Froude Number 1.97
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.45 ft
Critical Depth 0.55 ft
Channel Slope 0.01800 ft/ft
Critical Slope 0.00418 ft/ft
Section 1-3 (100yr)
8/13/2015 1:40:21 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.45 ft
Discharge 15.80 ft³/s
Cross Section Image
Section 1-3 (100yr)
8/13/2015 1:40:58 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Discharge 29.39 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 174.89
0+22 174.56
0+24 174.40
0+24 174.90
0+29 175.00
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 174.89)(0+29, 175.00)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.53 ft
Elevation Range 174.40 to 175.00 ft
Flow Area 5.44 ft²
Wetted Perimeter 26.07 ft
Hydraulic Radius 0.21 ft
Top Width 25.52 ft
Normal Depth 0.53 ft
Critical Depth 0.66 ft
Section 1-4 (100yr) - Failure
8/13/2015 1:50:54 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00374 ft/ft
Velocity 5.40 ft/s
Velocity Head 0.45 ft
Specific Energy 0.98 ft
Froude Number 2.06
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.53 ft
Critical Depth 0.66 ft
Channel Slope 0.01800 ft/ft
Critical Slope 0.00374 ft/ft
Section 1-4 (100yr) - Failure
8/13/2015 1:50:54 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.53 ft
Discharge 29.39 ft³/s
Cross Section Image
Section 1-4 (100yr) - Failure
8/13/2015 1:55:33 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.49 ft
Section Definitions
Station (ft)Elevation (ft)
0+00 174.89
0+22 174.56
0+24 174.40
0+24 174.90
0+29 175.00
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 174.89)(0+29, 175.00)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Discharge 21.89 ft³/s
Elevation Range 174.40 to 175.00 ft
Flow Area 4.45 ft²
Wetted Perimeter 24.50 ft
Hydraulic Radius 0.18 ft
Top Width 24.00 ft
Normal Depth 0.49 ft
Critical Depth 0.61 ft
Section 1-4 (100yr) - Critical
8/13/2015 11:54:14 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00397 ft/ft
Velocity 4.92 ft/s
Velocity Head 0.38 ft
Specific Energy 0.87 ft
Froude Number 2.01
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.49 ft
Critical Depth 0.61 ft
Channel Slope 0.01800 ft/ft
Critical Slope 0.00397 ft/ft
Section 1-4 (100yr) - Critical
8/13/2015 11:54:14 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.49 ft
Discharge 21.89 ft³/s
Cross Section Image
Section 1-4 (100yr) - Critical
8/13/2015 11:55:21 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Discharge 21.89 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 174.89
0+22 174.56
0+24 174.40
0+24 174.90
0+29 175.00
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 174.89)(0+29, 175.00)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.49 ft
Elevation Range 174.40 to 175.00 ft
Flow Area 4.45 ft²
Wetted Perimeter 24.49 ft
Hydraulic Radius 0.18 ft
Top Width 23.99 ft
Normal Depth 0.49 ft
Critical Depth 0.61 ft
Section 1-4 (100yr)
8/13/2015 1:43:00 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00397 ft/ft
Velocity 4.92 ft/s
Velocity Head 0.38 ft
Specific Energy 0.87 ft
Froude Number 2.02
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.49 ft
Critical Depth 0.61 ft
Channel Slope 0.01800 ft/ft
Critical Slope 0.00397 ft/ft
Section 1-4 (100yr)
8/13/2015 1:43:00 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.49 ft
Discharge 21.89 ft³/s
Cross Section Image
Section 1-4 (100yr)
8/13/2015 1:43:21 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Discharge 23.50 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 187.11
0+22 186.89
0+27 186.82
0+32 186.89
0+57 188.29
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 187.11)(0+57, 188.29)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.29 ft
Elevation Range 186.82 to 188.29 ft
Flow Area 5.41 ft²
Wetted Perimeter 35.89 ft
Hydraulic Radius 0.15 ft
Top Width 35.88 ft
Normal Depth 0.29 ft
Critical Depth 0.38 ft
Section 1-5 (100yr)
8/12/2015 2:22:14 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00403 ft/ft
Velocity 4.34 ft/s
Velocity Head 0.29 ft
Specific Energy 0.59 ft
Froude Number 1.97
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.29 ft
Critical Depth 0.38 ft
Channel Slope 0.01800 ft/ft
Critical Slope 0.00403 ft/ft
Section 1-5 (100yr)
8/12/2015 2:22:14 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.29 ft
Discharge 23.50 ft³/s
Cross Section Image
Section 1-5 (100yr)
8/12/2015 2:22:51 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Discharge 5.70 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 165.45
0+05 165.05
0+05 164.98
0+06 165.08
0+29 165.60
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 165.45)(0+29, 165.60)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.29 ft
Elevation Range 164.98 to 165.60 ft
Flow Area 1.35 ft²
Wetted Perimeter 12.29 ft
Hydraulic Radius 0.11 ft
Top Width 12.20 ft
Normal Depth 0.29 ft
Critical Depth 0.38 ft
Section 1-1 (10yr)
8/13/2015 1:19:34 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00465 ft/ft
Velocity 4.22 ft/s
Velocity Head 0.28 ft
Specific Energy 0.57 ft
Froude Number 2.24
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.29 ft
Critical Depth 0.38 ft
Channel Slope 0.02600 ft/ft
Critical Slope 0.00465 ft/ft
Section 1-1 (10yr)
8/13/2015 1:19:34 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Normal Depth 0.29 ft
Discharge 5.70 ft³/s
Cross Section Image
Section 1-1 (10yr)
8/13/2015 11:44:10 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Discharge 19.30 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 165.75
0+22 165.23
0+24 165.12
0+24 165.56
0+29 165.80
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 165.75)(0+29, 165.80)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.45 ft
Elevation Range 165.12 to 165.80 ft
Flow Area 3.18 ft²
Wetted Perimeter 16.83 ft
Hydraulic Radius 0.19 ft
Top Width 16.38 ft
Normal Depth 0.45 ft
Critical Depth 0.61 ft
Section 1-2 (10yr)
8/13/2015 11:44:41 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00399 ft/ft
Velocity 6.07 ft/s
Velocity Head 0.57 ft
Specific Energy 1.02 ft
Froude Number 2.43
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.45 ft
Critical Depth 0.61 ft
Channel Slope 0.02600 ft/ft
Critical Slope 0.00399 ft/ft
Section 1-2 (10yr)
8/13/2015 11:44:41 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.02600 ft/ft
Normal Depth 0.45 ft
Discharge 19.30 ft³/s
Cross Section Image
Section 1-2 (10yr)
8/13/2015 11:45:09 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Discharge 5.41 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 175.00
0+05 174.90
0+05 174.40
0+07 174.56
0+29 174.89
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 175.00)(0+29, 174.89)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.34 ft
Elevation Range 174.40 to 175.00 ft
Flow Area 1.54 ft²
Wetted Perimeter 14.06 ft
Hydraulic Radius 0.11 ft
Top Width 13.72 ft
Normal Depth 0.34 ft
Critical Depth 0.40 ft
Section 1-3 (10yr)
8/13/2015 1:18:11 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00487 ft/ft
Velocity 3.51 ft/s
Velocity Head 0.19 ft
Specific Energy 0.53 ft
Froude Number 1.85
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.34 ft
Critical Depth 0.40 ft
Channel Slope 0.01800 ft/ft
Critical Slope 0.00487 ft/ft
Section 1-3 (10yr)
8/13/2015 1:18:11 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.34 ft
Discharge 5.41 ft³/s
Cross Section Image
Section 1-3 (10yr)
8/13/2015 1:18:34 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Discharge 19.10 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 174.89
0+22 174.56
0+24 174.40
0+24 174.90
0+29 175.00
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 174.89)(0+29, 175.00)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.47 ft
Elevation Range 174.40 to 175.00 ft
Flow Area 4.02 ft²
Wetted Perimeter 23.25 ft
Hydraulic Radius 0.17 ft
Top Width 22.77 ft
Normal Depth 0.47 ft
Critical Depth 0.58 ft
Section 1-4 (10yr)
8/13/2015 11:47:10 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00406 ft/ft
Velocity 4.75 ft/s
Velocity Head 0.35 ft
Specific Energy 0.82 ft
Froude Number 2.00
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.47 ft
Critical Depth 0.58 ft
Channel Slope 0.01800 ft/ft
Critical Slope 0.00406 ft/ft
Section 1-4 (10yr)
8/13/2015 11:47:10 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.47 ft
Discharge 19.10 ft³/s
Cross Section Image
Section 1-4 (10yr)
8/13/2015 11:49:52 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Discharge 15.30 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 187.11
0+22 186.89
0+27 186.82
0+32 186.89
0+57 188.29
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 187.11)(0+57, 188.29)0.013
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.25 ft
Elevation Range 186.82 to 188.29 ft
Flow Area 3.92 ft²
Wetted Perimeter 30.61 ft
Hydraulic Radius 0.13 ft
Top Width 30.60 ft
Normal Depth 0.25 ft
Critical Depth 0.32 ft
Section 1-5 (10yr)
8/13/2015 11:50:37 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
Results
Critical Slope 0.00440 ft/ft
Velocity 3.90 ft/s
Velocity Head 0.24 ft
Specific Energy 0.49 ft
Froude Number 1.92
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.25 ft
Critical Depth 0.32 ft
Channel Slope 0.01800 ft/ft
Critical Slope 0.00440 ft/ft
Section 1-5 (10yr)
8/13/2015 11:50:37 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.01800 ft/ft
Normal Depth 0.25 ft
Discharge 15.30 ft³/s
Cross Section Image
Section 1-5 (10yr)
8/13/2015 11:51:03 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page