HomeMy WebLinkAbout6608; Northwest Quadrant Drainage Improvements; NW Quad Drainage - Valley St/Ocean St/Highland DR/Linda Ln; 2013-10-18
FINAL SUBMITTAL – OCTOBER 18, 2013
Table of Contents
1. Project Description .................................................................................................... 1
1.1 Project Background ............................................................................................ 1
1.2 Project Location .................................................................................................. 1
1.3 Existing Conditions ............................................................................................. 3
2. Study Objectives ....................................................................................................... 4
3. Methodology .............................................................................................................. 4
3.1 Hydrology ............................................................................................................ 4
3.2 Hydraulics ........................................................................................................... 5
3.2.1 Street Capacity ............................................................................................ 5
3.2.2 Storm Drain Sizing ....................................................................................... 5
3.2.3 Inlet Sizing ................................................................................................... 5
4. Results ...................................................................................................................... 6
4.1 Hydrology ............................................................................................................ 6
4.2 Hydraulics ........................................................................................................... 7
5. Conclusions and Recommendations ......................................................................... 7
6. References .............................................................................................................. 10
List of Tables
Table 4-1 Hydrology Summary ......................................................................................... 6
Table 4-2 Street Capacity Summary ................................................................................. 7
List of Figures
Figure 1-1 Vicinity Map ..................................................................................................... 2
Appendix
APPENDIX A - NRCS Soils Information and FEMA Maps
APPENDIX B – Existing Condition Hydrology Maps
APPENDIX C - Existing Condition Street Capacity Calculations
APPENDIX D – Proposed Condition Pipe and Inlet Calculations
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
1
1. Project Description
1.1 Project Background
This project represents a portion of the overall plan for drainage improvements in
Carlsbad’s Northwest Quadrant. Each site has experienced historically observed
flooding conditions. Local residents have, in some instances, expressed concern
regarding the extent and nature of drainage issues. The project’s overall goal is to
alleviate, to the greatest extent practical, current deficiencies in drainage and
resulting inundation. RBF 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 specific locations that are being addressed in this phase of work can be seen on
the Vicinity Map (Figure 1-1):
3065 Ocean Street (Site 6)
Ponding and inadequate drainage has been observed in front of the residence at
3065 Ocean Street. This residence is approximately 300’ south of the intersection
with Carlsbad Village Drive.
Valley Street and Buena Vista Way (Site 7)
Ponding and inadequate drainage have been observed on the east side of Valley
Street approximately 50’ south of the intersection with Buena Vista Way. Sheet flow
has also been observed crossing Buena Vista Way approximately 100’ east of the
Valley Street intersection. This portion of Valley Street is considered an “Alternative
Design”, based upon “the City of Carlsbad Street and Sidewalk Policy Committee
(February 2003)”. As such, Valley Street is intended to retain its current “design in
lieu of” categorization, with improvements only being initiated based upon certain
prescribed triggers. One of these “triggers” is drainage problems.
Valley Street and McCauley Lane (Site 8)
Ponding and inadequate drainage has been observed at two locations near the
intersection of Valley Street and McCauley Lane. The first is the low point in the curb
return at the north end of the cross gutter. The second is the low point in the berm
on the west side of Valley Street approximately 75’ north of the intersection with
McCauley Lane. This portion of Valley Street is also considered an “Alternative
Design”, based upon “the City of Carlsbad Street and Sidewalk Policy Committee
(February 2003)”. As such, Valley Street is intended to retain its current “design in
lieu of” categorization, with improvements only being initiated based upon certain
prescribed triggers. One of these “triggers” is drainage problems.
Highland Drive (Site 9)
There is an existing inlet approximately half way between Magnolia Avenue and
Tamarack Avenue on Highland Drive. The inlet currently discharges to the adjacent
property to the west. The intent is to capture the runoff at that same location, but
instead of discharging on the property to the west, pipe the runoff along Highland
Drive toward Magnolia Avenue. The system will discharge through the curb on
Magnolia Avenue.
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
2
Linda Lane (Site 10)
During wet weather conditions, ponding has been observed within the northwest and
southeast cul-de-sac ends of Linda Lane. This is created by extensive sections of
excessively flat gradient within the gutter. Additionally, groundwater has been
observed seeping up through the pavement near an existing AT&T utility trench that
traverses the northwest cul-de-sac. It is speculated that the recent installation of the
AT&T trench has provided a hydraulic connection to an older utility trench that was
installed previously within Linda Lane. The influx of groundwater within the cul-de-
sac area, along with wet weather conditions creates an almost constant occurrence
of standing water within the gutter. When ponding groundwater reaches the
relatively steeper eastern leg of Linda Lane, it has been observed to flow at a rate
producing a “gutter full” condition.
Figure 1-1 Vicinity Map
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
3
1.3 Existing Conditions
The existing drainage areas are described as follows and can be seen on the map
included in APPENDIX B:
3065 Ocean Street (Site 6)
This area consists of single family homes along the west side of Ocean Street.
Runoff currently flows along the fronts of the residences in either a ribbon gutter or
along the edge of pavement. Runoff is conveyed to the south and is eventually
collected in an existing storm drain system that discharges to the beach.
Valley Street and Buena Vista Way (Site 7)
This area consists of both single family residential and agricultural development.
Runoff in Buena Vista Way generally flows east to west and runoff in Valley Street
generally flows southeast to northwest. The flow is collected in an existing storm
drain system located in Buena Vista Way that conveys flow back down Valley Street
toward Carlsbad Village Drive (bucking grade).
Valley Street and McCauley Lane (Site 8)
This area consists of both single family homes and a church. Runoff in McCauley
Lane generally flows east to west and runoff in Valley Street generally flows
southeast to northwest. Runoff from Site 8 is conveyed to the same storm drain
system as Site 7.
Highland Drive (Site 9)
This area consists of single family homes. Runoff currently flows toward an existing
inlet on Highland Drive located approximately half way between Magnolia Avenue
and Tamarack Avenue. The existing inlet currently discharges to an adjacent lot
(APN 205-280-32).
Linda Lane (Site 10)
This area consists of single family homes. Runoff on Linda Lane currently flows
southwest towards Monroe Street in existing gutters. Runoff is eventually collected
in an existing storm drain system on Monroe Street. As mentioned above,
groundwater intrusion and standing water have historically been a concern at this
location.
FEMA has mapped the project sites and surrounding areas as Unshaded “Zone X”
(i.e. outside the 500 year floodplain). Refer to APPENDIX A.
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
4
2. Study Objectives
The objectives for this study include the following:
Document the location(s) of run-on, run-off for each site.
Develop hydrologic parameters and calculate 2, 10, and 100-year flow rates for
existing conditions.
Within the problem areas noted for each site, assess the hydraulic capacity of
existing gutters, curb inlets and pipes during the 2, 10, and 100-year storms.
Determine if any existing facilities warrant replacement or improvement based
upon compliance with City standards or other reasonable engineering judgment.
Alternatively, see if drainage problems at any of the sites could be alleviated
through curb replacement or other minor surface improvements.
Serve as a technical basis of design for completion of final improvement plans.
3. Methodology
3.1 Hydrology
Existing hydrologic parameters have been developed using the Rational Method
procedures according to 2003 County of San Diego Hydrology Manual (SDCHM), as
adapted within Volume 1, Chapter 5 of the City of Carlsbad Engineering Standards.
Calculations have been performed utilizing these parameters within a standard excel
spreadsheet.
Soils information to develop loss rates has been taken from the Natural Resource
Conservation Service (NRCS) web soil survey. Refer to the soils map and
NRCS descriptions in APPENDIX A.
Precipitation values from the 100-year 6 hour Rainfall Isopluvial map in Appendix
B of the SDCHM.
C values were determined from Table 3-1 in the SDHM, in conjunction with
impervious area estimates from public domain aerial photographs. A summary of
these values can be found within Table 4-1.
For smaller drainage areas, the time of concentration (Tc) has been
conservatively assumed to be 5 minutes. For larger drainage areas, the initial
time (Ti)was determined based on Table 3-2 in the SDCHM, with additional travel
time (Tt) based on a conservative assumption of 5 ft/sec. All calculated values
can be found on Table 4-1 Hydrology Summary.
Drainage areas (A) were determined based on available topographic information
for each project site. Site inspections were conducted to verify the potential
presence of physical drainage features capable of impacting flow paths, but too
insignificant to be identified as part of an area-wide aerial topographic survey.
Drainage area delineations can be found in APPENDIX B.
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
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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 cross sections for the existing
conditions at each site using Flowmaster software, which determines flow depth
based upon Manning’s equation for uniform channel conditions. Street capacity
calculations for each site can be found within APPENDIX C and are summarized in
Table 4-2. The calculations were performed for the 100 year event, as well as the 10
year and 2 year. In locations where there is no curb, street capacity is determined
based on either the existing berm, or in the case of Ocean Street, finished grade in
front of the resident’s garage.
3.2.2 Storm Drain Sizing
The City of Carlsbad Engineering Standards requires that public drainage facilities
contain the 10 year, 6 hour event “underground”. The proposed storm drain pipes
have been sized according to this criterion. The results of the calculations can be
found in APPENDIX D.
3.2.3 Inlet Sizing
The inlet capacity calculations have been performed based on the City of Carlsbad
Engineering Standards (Chapter 5, Section 4). The results of the calculations can be
found in APPENDIX D. Inlets should also be sized to capture the 10 year, 6 hour
event (at a minimum) without bypass, and while maintaining the maximum
permissible flow depth.
Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane 64. Results 4.1 Hydrology Table 4-1 Hydrology Summary Basin ID Area C Ti Tt Tc 2 Year 10 Year 100 Year P6 I Q2 P6 I Q10 P6 I Q100 6 0.15 0.90 - - 5 1.2 3.16 0.4 1.6 4.22 0.6 2.4 6.32 0.9 7A 1.86 0.85 5 2 7 1.2 2.54 4.0 1.8 3.82 6.0 2.6 5.51 8.7 7B 5.08 0.50 5 2.9 7.9 1.2 2.35 6.0 1.8 3.53 9.0 2.6 5.10 13.0 8 3.17 0.78 5 1.8 6.8 1.2 2.59 6.4 1.8 3.89 9.6 2.6 5.62 13.9 9A 1.38 0.54 7.9 0.9 8.8 1.2 2.20 1.6 1.8 3.29 2.5 2.6 4.76 3.5 9B 0.45 0.54 7.9 1.5 9.4 1.2 2.10 0.5 0.8 1.40 0.3 1.6 2.81 0.7 9C 0.26 0.77 - - 5 1.2 3.16 0.6 1.8 4.74 0.9 2.6 6.85 1.4 10A 1.37 0.77 - - 5 1.2 3.16 3.3 1.8 4.74 5.0 2.6 6.85 7.2 10B 1.50 0.67 - - 5 1.2 3.16 3.2 1.8 4.74 4.8 2.6 6.85 6.9 10C 2.87 0.77 - - 5 1.2 3.16 7.0 1.8 4.74 10.5 2.6 6.85 15.1 Where: Area: Tributary drainage area in acres Tt: Travel time of concentration in minutes I: Rainfall intensity in inches per hour C: Runoff coefficient Tc: Total time of concentration in minutes Q: Flow rate in cubic feet per second Ti: Initial time of concentration in minutes P6: 6-hour rainfall depth
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
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4.2 Hydraulics
Table 4-2 Street Capacity Summary
Section Location 100-Year Event 10-Year Event 2-Year Event
6-1 Ocean Street Yes Yes Yes
7-1 Buena Vista Way Yes Yes Yes
7-2 Valley Street No No No
8-1 McCauley Street Yes Yes Yes
8-2 Valley Street No No No
10-1 Linda Lane Yes Yes Yes
10-2 Linda Lane Yes Yes Yes
10-3 Linda Lane Yes Yes Yes
Note: Due to the fact that there is no consistent curb/berm on Highland Drive, street
capacity calculations are not warranted.
5. Conclusions and Recommendations
The following are summaries of the factors that contribute to the drainage issues at
each location:
3065 Ocean Street (Site 6)
The observed ponding is a result of a low point in front of the garage for the
residence at 3065 Ocean Street. The low point is approximately 1’ upstream of the
planter that is located immediately to the south of the garage. Without this isolated
low point, the typical street section is adequate to convey the required flow.
Valley Street and Buena Vista Way (Site 7)
There are two separate drainage issues at Site 7. The first is a low point on Valley
Street that results in ponded water after a rain event. The hydraulic calculations also
show substandard conveyance capacity within the street section due to the minimal
longitudinal slope (0.3%) and the lack of a pronounced crown. The second is sheet
flow crossing Buena Vista Way upstream of Valley Street. The sheet flow condition
is a result of the fact that much of Buena Vista Way between Crest Drive and Valley
Street has a pronounced crown causing drainage to travel down either side of the
road. As Buena Vista Way approaches the intersection with Valley Street, it
transitions out of the crowned condition and becomes superelevated. The
superelevated condition causes runoff to sheet flow across the road from south to
north.
Valley Street and McCauley Lane (Site 8)
There are two separate drainage issues at Site 8. The first is a low point in the cross
gutter at the intersection with McCauley Lane. The isolated low point causes ponded
water after a rain event. The second is a low point in the flowline of the AC berm on
the west side of Valley Street approximately 75’ north of the intersection with
McCauley Lane. This isolated low point also causes ponded water after a rain event.
Both low points are likely due to the fact that the longitudinal slope of Valley Street
generally is very flat, and over time, settling has occurred within the asphalt. Without
the isolated low points, the typical street section for McCauley Lane is adequate to
convey the required flow, but the typical street section for Valley Street is not, due
primarily to the extremely flat longitudinal gradient (0.8%).
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
8
Highland Drive (Site 9)
The drainage issue at this site is simply the location of the discharge (adjacent
property to the west). The City would prefer not to discharge to the adjacent private
property. There are no concerns with the hydraulics of the existing pipe or inlet.
There is also a low point in the existing street approximately 400’ from the
intersection with Magnolia Avenue. The low point can cause several inches of
ponding after a rain event.
Linda Lane (Site 10)
The primary issue at this site is the minimal longitudinal slope (some portions have a
negative slope) in the gutter around the two cul-de-sacs. This causes inadequate
conveyance of the 10 and 100 year storm events as well as isolated ponding. This
issue is compounded by the frequent presence of groundwater, which also causes
algae growth in the gutters. As discussed previously, the recent utility trenching that
intersected the existing subdrain is suspected to have allowed the groundwater to
seep to the surface with little hydraulic resistance.
The project geotechnical engineer attempted to sample the groundwater, but did not
encounter any water in their well after two weeks. The presence of non-visible
pollutants could impact the feasibility of discharging this water within the City’s MS4
(Municipal Separate Storm Sewer System).
The following are recommendations for addressing the drainage issues at each
location:
3065 Ocean Street (Site 6)
Three conceptual drainage alternatives have been developed for Site 6. A
schematic mark-up of the alternatives is included in APPENDIX C:
o Alternative #1 - Inlet and Pipe – install an inlet at the low point in front of
the garage. Additional storm drain pipe would also be required in order to
convey flow to the existing system to the south.
o Alternative #2 - Lower the high point – the existing high point at the corner
of the planter would be lowered. Some modifications to the planter would
be required as well as a step going into the existing gate. This alternative
would likely involve pavement replacement.
o Alternative #3 - Fill the low point – the existing low point would be raised
with a grind and variable AC overlay. The existing utilities to the north of
the garage would need to be raised to match finished grade. This
alternative would reduce the conveyance capacity compared to the
existing condition but not to the extent where performance with City
standards would be compromised given the minimal flow rate. This
alternative would have very little construction tolerance for plan deviation
or for long term grade settlement.
Valley Street and Buena Vista Way (Site 7)
A new inlet is recommended at the low point in Valley Street along with a new pipe to
connect to the existing system. The inlet will be “Type F” per SDRSD D-7. Curb
cuts will be installed in the existing AC berm allowing runoff to enter into proposed
concrete ditches located immediately behind the existing curb. The ditches will
convey runoff to the proposed inlet. Setting the ditch and inlet behind the existing
berm is assumed to help maintain the current character of this Alternative Design
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
9
Street. There is also a small point repair proposed for the existing storm drain in
Valley Street.
No improvements are proposed on Buena Vista Way.
Valley Street and McCauley Lane (Site 8)
On the west side of Valley Street, a new inlet and pipe are recommended. The inlet
will be a 5’ Regional Standard Type B inlet and the pipe will be 12” PVC.
A new pipe and inlet is also recommended on the east side of Valley Street. The
pipe will be 24” PCV and the inlet will be a 14’ Regional Standard Type B-1 inlet.
Other proposed improvements include widening both Valley Street and McCauley at
the northeast corner of the intersection, new curb and gutter, AC berm transitions,
new sidewalk, new pedestrian ramp, and a small Regional Standard retaining wall.
Highland Drive (Site 9)
A new pipe and two 24 x 24 Grated Brooks Box inlets are recommended for this site.
The pipe system will convey the flow along Highland Drive toward Magnolia Avenue
through an 18” RCP. The first inlet will be in the same approximate location as the
existing inlet. The second inlet will be located at the low point on the northeast side
of the street, approximately 400’ south of the intersection with Magnolia Avenue. The
pipe will pick up flow captured by the second inlet and also connect with the existing
pipe coming from the inlet at the southeast corner of Highland Drive and Magnolia
Avenue. Approaching Magnolia Avenue the 18” RCP downsizes to a 12” RCP.
Although downsizing is not typical, it is necessary to maintain cover over the pipe as
it approaches the D-25 curb outlet to Magnolia Avenue. The downsize will also
cause the system to flow under pressure in the 100-year event, but the HGL will still
be well below the existing ground.
Linda Lane (Site 10)
The drainage issues at this site cannot be fixed with surface improvements alone
without replacing a significant portion of the existing curb and pavement within both
cul-de-sacs. A combination of minor surface improvements, pipes, and inlets is
recommended. Additional perforated sub-drain pipe should be located at each end
of the existing subdrain so that flow can be intercepted prior to entering the AT&T
trench. Inlets should also be placed at isolated low spots within the gutters, per the
project survey information. Runoff collected in the inlets and sub-drain within the
upper cul-de-sac areas will be conveyed in a “tight-line” pipe that will run down the
eastern leg of Linda Lane and ultimately connect to the existing system in Monroe
Street. The 10-year peak flow rate will be captured by 4 – 24 x 24” Grated Brooks
Box inlets located at both the north and south ends of the cul-de-sac and conveyed
by a system of pipes ranging from 10”-18”. The 100-year peak flow rate will be
conveyed below the top of curb elevation by a combination of pipe and gutter flow. If
the project geotechnical engineer believes that elevated groundwater levels also
currently exist within the “eastern leg”, then an alternative approach should be
considered within this area. This alternative approach might involve use of a
perforated sub-drain with periodic installation of small cutoff structures to prevent
transport of trench material by rapidly flowing groundwater (aka “piping”). Since no
non-visible pollutants have been identified, a diversion of flow to treatment Best
Management Practices in order to maintain compliance with the Regional
Groundwater Extraction NPDES Permit is not warranted.
Carlsbad Northwest Quadrant Improvements
Hydrology and Hydraulics Study
Valley Street, Ocean Street, Highland Drive, and Linda Lane
10
6. References
San Diego County Department of Public Works Flood Control Section. Hydrology
Manual (SDCHM). June 2003.
San Diego County. Drainage Design Manual (SDCDDM). July 2005
Soil Conservation Service (SCS). Soil Survey San Diego Area, California. December
1973.
City of Carlsbad Engineering Standards, Volume 1, Chapter 5, 2008.
APPENDIX A - NRCS Soils Information and FEMA Maps
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Units
Soil Ratings
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Political Features
Cities
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Map Scale: 1:2,500 if printed on A size (8.5" × 11") sheet.
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 accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 11N NAD83
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 6, Dec 17, 2007
Date(s) aerial images were photographed: 6/7/2005
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
6/18/2012
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
CbC Carlsbad gravelly loamy sand, 5
to 9 percent slopes
C 7.8 65.0%
MlC Marina loamy coarse sand, 2 to
9 percent slopes
B 1.4 11.7%
MlE Marina loamy coarse sand, 9 to
30 percent slopes
B 2.8 23.3%
Totals for Area of Interest 12.0 100.0%
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
6/18/2012
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
6/18/2012
Page 4 of 4
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Units
Soil Ratings
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Political Features
Cities
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Map Scale: 1:1,740 if printed on A size (8.5" × 11") sheet.
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 accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 11N NAD83
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 6, Dec 17, 2007
Date(s) aerial images were photographed: 6/7/2005
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
8/7/2012
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
CgC Chesterton-Urban land complex, 2 to
9 percent slopes
D 0.0 0.2%
MlC Marina loamy coarse sand, 2 to 9
percent slopes
B 0.1 1.6%
MlE Marina loamy coarse sand, 9 to 30
percent slopes
B 4.2 98.2%
Totals for Area of Interest 4.3 100.0%
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
8/7/2012
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
8/7/2012
Page 4 of 4
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Units
Soil Ratings
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Political Features
Cities
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Map Scale: 1:1,860 if printed on A size (8.5" × 11") sheet.
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 accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 11N NAD83
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 6, Dec 17, 2007
Date(s) aerial images were photographed: 6/7/2005
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
8/7/2012
Page 2 of 3
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
MlC Marina loamy coarse sand, 2
to 9 percent slopes
B 7.3 100.0%
Totals for Area of Interest 7.3 100.0%
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.
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
8/7/2012
Page 3 of 3
Project Site
Project Site
Project Site
Project Site
APPENDIX B – Existing Condition Hydrology Maps
APPENDIX C - Existing Condition Street Capacity
Calculations
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.00800 ft/ft
Normal Depth 0.07 ft
Discharge 0.40 ft³/s
Cross Section Image
Cross Section 6-1 - 2-year
6/18/2012 5:46:46 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
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 0.00800 ft/ft
Normal Depth 0.08 ft
Discharge 0.60 ft³/s
Cross Section Image
Cross Section 6-1 - 10-year
6/18/2012 5:43:43 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
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 0.00800 ft/ft
Normal Depth 0.09 ft
Discharge 0.90 ft³/s
Cross Section Image
Cross Section 6-1 - 100-year
6/18/2012 5:38:32 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
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 0.05800 ft/ft
Normal Depth 0.20 ft
Discharge 4.00 ft³/s
Cross Section Image
Cross Section 7-1 - 2-year
9/20/2012 8:20:55 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.05800 ft/ft
Normal Depth 0.23 ft
Discharge 6.00 ft³/s
Cross Section Image
Cross Section 7-1 - 10-year
9/20/2012 8:22:20 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.05800 ft/ft
Normal Depth 0.25 ft
Discharge 8.70 ft³/s
Cross Section Image
Cross Section 7-1 - 100-year
9/20/2012 8:22:36 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.00300 ft/ft
Normal Depth 0.26 ft
Discharge 6.00 ft³/s
Cross Section Image
Cross Section 7-2 - 2-year
9/20/2012 8:24:36 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.00300 ft/ft
Normal Depth 0.32 ft
Discharge 9.00 ft³/s
Cross Section Image
Cross Section 7-2 - 10-year
9/20/2012 8:25:36 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.00300 ft/ft
Normal Depth 0.40 ft
Discharge 13.00 ft³/s
Cross Section Image
Cross Section 7-2 - 100-year
9/20/2012 8:25:54 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.05000 ft/ft
Normal Depth 0.23 ft
Discharge 6.40 ft³/s
Cross Section Image
Cross Section 8-1 - 2-year
9/20/2012 8:27:44 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.05000 ft/ft
Normal Depth 0.26 ft
Discharge 9.60 ft³/s
Cross Section Image
Cross Section 8-1 - 10-year
9/20/2012 8:27:16 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.05000 ft/ft
Normal Depth 0.29 ft
Discharge 13.90 ft³/s
Cross Section Image
Cross Section 8-1 - 100-year
9/20/2012 8:26:46 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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 0.01000 ft/ft
Normal Depth 0.39 ft
Discharge 7.80 ft³/s
Cross Section Image
Cross Section 8-2 - 2-year
6/18/2012 5:49:32 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
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 0.01000 ft/ft
Normal Depth 0.44 ft
Discharge 11.70 ft³/s
Cross Section Image
Cross Section 8-2 - 10-year
6/18/2012 5:46:13 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
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 0.01000 ft/ft
Normal Depth 0.50 ft
Discharge 16.90 ft³/s
Cross Section Image
Cross Section 8-2 - 100-year
6/18/2012 5:43:08 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
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 0.01000 ft/ft
Normal Depth 0.37 ft
Discharge 3.30 ft³/s
Cross Section Image
Cross Section for Linda 10-1 - 2-Year
5/1/2013 1:22:56 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 0.01000 ft/ft
Normal Depth 0.46 ft
Discharge 5.00 ft³/s
Cross Section Image
Cross Section for Linda 10-1 - 10-Year
5/1/2013 1:21:44 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 0.01000 ft/ft
Normal Depth 0.51 ft
Discharge 7.20 ft³/s
Cross Section Image
Cross Section for Linda 10-1 - 100-Year
5/1/2013 1:18:23 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 0.01000 ft/ft
Normal Depth 0.37 ft
Discharge 3.20 ft³/s
Cross Section Image
Cross Section for Linda 10-2 - 2-Year
5/1/2013 1:25:28 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 0.01000 ft/ft
Normal Depth 0.43 ft
Discharge 4.80 ft³/s
Cross Section Image
Cross Section for Linda 10-2 - 10-Year
5/1/2013 1:24:46 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 0.01000 ft/ft
Normal Depth 0.49 ft
Discharge 6.90 ft³/s
Cross Section Image
Cross Section for Linda 10-2 - 100-Year
5/1/2013 1:24:09 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 0.04000 ft/ft
Normal Depth 0.32 ft
Discharge 7.00 ft³/s
Cross Section Image
Cross Section for Linda 10-3 - 2-Year
5/1/2013 1:32:16 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 0.04000 ft/ft
Normal Depth 0.36 ft
Discharge 10.50 ft³/s
Cross Section Image
Cross Section for Linda 10-3 - 10-Year
5/1/2013 1:31:21 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 0.04000 ft/ft
Normal Depth 0.40 ft
Discharge 15.10 ft³/s
Cross Section Image
Cross Section for Linda 10-3 - 100-Year
5/1/2013 1:30:36 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
Ocean Street
APPENDIX D – Proposed Condition Pipe and Inlet
Calculations
Inlet Capacity
Page 1 of 7
Site 7A - Curb Inlet in Sag (Valley Street Flow From North)
San Diego County Drainage Design Manual
Q = inlet capacity (cfs)
h = curb opening height (ft)
L = curb opening length (ft)
g = gravitational acceleration (ft2/s)
do = effective depth of flow at curb face (ft)
h = 0.75 ft
L = 3.0 ft
g 32.2 ft2/s
do =1.0 ft
Q =12.1 cfs Capacity of one opening
Q10 = 6.0 cfs 10-year flow rate at this location
Q100 = 8.7 cfs 100-year flow rate at this location
Use 3' wide 1' deep Type D ditch with one opening on Type F inlet.
(Inlet will completely capture both the 10-year and 100-year event)
2
1
)2(67.0 ogdhLQ
Inlet Capacity
Page 2 of 7
Site 7B - Curb Inlet in Sag (Valley Street Flow From South)
San Diego County Drainage Design Manual
Q = inlet capacity (cfs)
h = curb opening height (ft)
L = curb opening length (ft)
g = gravitational acceleration (ft2/s)
do = effective depth of flow at curb face (ft)
h = 0.75 ft
L = 3.0 ft
g 32.2 ft2/s
do =1.0 ft
Q =12.1 cfs Capacity of one opening
Q10 = 9.0 cfs 10-year flow rate at this location
Q100 = 13.0 cfs 100-year flow rate at this location
Use 4' wide 1' deep Type D ditch with one opening on Type F inlet.
(Inlet will completely capture the 10-year event, 0.9 cfs will flow in the street during the 100-year event.)
2
1
)2(67.0 ogdhLQ
Inlet Capacity
Page 3 of 7
Site 8 - Curb Inlet (Valley Street East)
Interim Condition - Sump Condition Ultimate Condition - On-Grade Condition
City of Carlsbad Engineering Standards Manual City of Carlsbad Engineering Standards Manual
Criteria is 2 cfs per lineal foot of opening
Q = interception capacity of the curb inlet (cfs)
Q100 = 13.9 cfs y = depth of flow approaching the curb inlet (ft)
L(min) = 7.0 ft Min for 100-yr a = depth of depression of curb at inlet (ft)
LT = length of clear opening of inlet for total interception (ft)
y =0.50 ft
a = 0.33 ft
Q100 = 13.9 cfs
LT = 26.1 cfs Length required for full capture of 100-year event
County of San Diego Drainage Design Manual equation for partial interception
A 13' inlet opening will provide sufficient partial E = curb-opening inlet efficiency
interception capacity to capture the peak 10-year L' = Length of clear opening of installed inlet (ft)
flow rate in the ultimate condition, while also LT = Length of clear opening for total interception (ft)
providing sufficient capacity to capture the peak
100-year flow rate in the interim condition.L'=13 ft actual inlet opening
E=0.710785
Q=9.9 cfs partial capture rate
Q10 = 9.6 cfs
TLyaQ2
3
)(7.0
8.1'11
TL
LE
Inlet Capacity
Page 4 of 7
Site 8 - Curb Inlet on Grade (Valley Street West)
City of Carlsbad Engineering Standards Manual
Q = interception capacity of the curb inlet (cfs)
y = depth of flow approaching the curb inlet (ft)
a = depth of depression of curb at inlet (ft)
LT = length of clear opening of inlet for total interception (ft)
y =0.50 ft
a = 0.0 ft
LT =4.0 ft
Q = 1.0 cfs
Use a 4' curb inlet with 6" opening. Q at location of inlet is 1 cfs.
TLyaQ2
3
)(7.0
Inlet Capacity
Page 5 of 7
Site 9 - Grated Inlet in Sag (Highland Drive, End of Main Line)
FHWA HEC-22 and San Diego County Drainage Design Manual
Try a 24" x 24" grated inlet
Weir Orifice
Q = inlet capacity of the grated inlet (cfs)Q = inlet capacity of the grated inlet (cfs)
Cw = weir coefficient = 3.0 Co = orifice coefficient = 0.67
Pe = effective grate perimeter (ft) w/ 50% clogging factor Ae = effective grate area (ft2) w/ 50% clogging factor
d = flow depth approaching inlet (ft)g = gravitational acceleration (ft2/s)
d = flow depth above inlet (ft)
Pe =4 ft (4 sides)
Cw =3.0 Ae =2 ft2
d = 0.5 ft Co =0.67
g =32.2 ft2/s
Q = 4.2 cfs d =0.5 ft
Q = 7.6 cfs
The weir equation governs (Q = 4.2 cfs). Q100 at location of inlet is 3.5 cfs.
Use a 24" x 24" grated inlet.
2
3
dPCQew2
1
)2(gdACQeo
Inlet Capacity
Page 6 of 7
Site 9 - Grated Inlet in Sag (Highland Drive, Lateral)
FHWA HEC-22 and San Diego County Drainage Design Manual
Try a 12" x 12" grated inlet
Weir Orifice
Q = inlet capacity of the grated inlet (cfs)Q = inlet capacity of the grated inlet (cfs)
Cw = weir coefficient = 3.0 Co = orifice coefficient = 0.67
Pe = effective grate perimeter (ft) w/ 50% clogging factor Ae = effective grate area (ft2) w/ 50% clogging factor
d = flow depth approaching inlet (ft)g = gravitational acceleration (ft2/s)
d = flow depth above inlet (ft)
Pe =2 ft (4 sides)
Cw =3.0 Ae =0.5 ft2
d = 0.5 ft Co =0.67
g =32.2 ft2/s
Q = 2.1 cfs d =0.5 ft
Q = 1.9 cfs
The orifice equation governs (Q = 1.9 cfs). Q100 at location of inlet is 0.7 cfs.
Use a 24" x 24" grated inlet for ease of maintenance.
2
3
dPCQew2
1
)2(gdACQeo
Inlet Capacity
Page 7 of 7
Site 10 - Grated Inlet in Sag (Linda Lane)
FHWA HEC-22 and San Diego County Drainage Design Manual
Try a 24" x 24" grated inlet
Weir Orifice
Q = inlet capacity of the grated inlet (cfs)Q = inlet capacity of the grated inlet (cfs)
Cw = weir coefficient = 3.0 Co = orifice coefficient = 0.67
Pe = effective grate perimeter (ft) w/ 50% clogging factor Ae = effective grate area (ft2) w/ 50% clogging factor
d = flow depth approaching inlet (ft)g = gravitational acceleration (ft2/s)
d = flow depth above inlet (ft)
Pe =3 ft (3 sides)
Cw =3.0 Ae =2 ft2
d = 0.5 ft Co =0.67
g =32.2 ft2/s
Q = 3.2 cfs d =0.5 ft
Q = 7.6 cfs
The weir equation governs (Q = 3.2 cfs). Q100 2.5 cfs to each of the 4 inlets.
Use a 24" x 24" grated inlets.
2
3
dPCQew2
1
)2(gdACQeo
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00400 ft/ft
Constructed Depth 1.00 ft
Normal Depth 0.96 ft
Constructed Top Width 3.00 ft
Discharge 8.70 ft³/s
Cross Section Image
Cross Section Site 7A Ditch (Valley St Flow From North)
9/20/2012 11:11:19 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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
Roughness Coefficient 0.013
Channel Slope 0.00400 ft/ft
Constructed Depth 1.00 ft
Normal Depth 0.99 ft
Constructed Top Width 4.00 ft
Discharge 13.00 ft³/s
Cross Section Image
Cross Section Site 7B Ditch (Valley St Flow From South)
9/20/2012 11:12:13 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 1.57 ft
Diameter 2.00 ft
Discharge 21.70 ft³/s
Cross Section Image
Cross Section Site 7 Valley Street Proposed Pipe
9/20/2012 1:30:46 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 1.13 ft
Diameter 2.00 ft
Discharge 13.90 ft³/s
Cross Section Image
Cross Section Site 8 Valley Street East Proposed Pipe
9/20/2012 1:30:11 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 0.36 ft
Diameter 1.00 ft
Discharge 1.00 ft³/s
Cross Section Image
Cross Section Site 8 Valley Street West Proposed Pipe
9/28/2012 9:02:17 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
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
Roughness Coefficient 0.010
Channel Slope 0.01000 ft/ft
Normal Depth 0.61 ft
Diameter 0.83 ft
Discharge 2.50 ft³/s
Cross Section Image
Cross Section for Site 10A - Linda lane 10" - 10 year
9/5/2013 4:00:55 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
The 10" pipe can successfully convey the
10yr event. Based on the street capacity
(Appendix C), the 100yr event is still
conveyed below the top of curb per city
design standards.
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.010
Channel Slope 0.02720 ft/ft
Normal Depth 0.74 ft
Diameter 1.00 ft
Discharge 6.90 ft³/s
Cross Section Image
Cross Section for Site 10A - Linda lane 12" - 100 year
9/5/2013 3:58:23 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
Roughness Coefficient 0.010
Channel Slope 0.01000 ft/ft
Normal Depth 0.59 ft
Diameter 0.83 ft
Discharge 2.40 ft³/s
Cross Section Image
Cross Section for Site 10B - Linda lane 10" - 10 year
9/5/2013 4:02:08 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
The 10" pipe can successfully convey the
10yr event. Based on the street capacity
(Appendix C), the 100yr event is still
conveyed below the top of curb per city
design standards.
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.010
Channel Slope 0.03310 ft/ft
Normal Depth 0.71 ft
Diameter 1.00 ft
Discharge 7.20 ft³/s
Cross Section Image
Cross Section for Site 10B - Linda Lane 12" - 100 year
9/5/2013 3:50:35 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
Roughness Coefficient 0.013
Channel Slope 0.04500 ft/ft
Normal Depth 0.91 ft
Diameter 1.50 ft
Discharge 15.10 ft³/s
Cross Section Image
Cross Section for Site 10C - Linda Lane 18" - 100 year
9/5/2013 3:46:13 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
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Outfall
Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan
Project File: Highland.stm Number of lines: 6 Date: 09-05-2013
Hydraflow Storm Sewers Extension v6.066
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No.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 5.60 12 Cir 60.000 162.28 162.46 0.300 163.48*164.96*n/a 165.02 i End Manhole
2 5.60 18 Cir 18.000 162.47 162.52 0.278 165.02*165.07*0.12 165.18 1 Manhole
3 4.20 18 Cir 265.000 162.53 163.33 0.302 165.18*165.61*0.09 165.70 2 Manhole
4 3.50 18 Cir 238.000 163.34 164.05 0.298 165.70*165.96*0.05 166.01 3 Manhole
5 3.50 18 Cir 15.000 164.06 164.13 0.467 166.01*166.02*0.06 166.08 4 Manhole
6 0.70 8 Cir 15.000 164.71 165.01 2.000 165.70*165.75*0.06 165.81 3 Manhole
Project File: Highland.stm Number of lines: 6 Run Date: 09-05-2013
NOTES: Return period = 100 Yrs. ; *Surcharged (HGL above crown). ; i Inlet control.
Hydraflow Storm Sewers Extension v6.066
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in)(cfs)(ft)(ft)(ft)(sqft)(ft/s)(ft)(ft)(%)(ft)(ft)(ft)(ft)(sqft)(ft/s)(ft)(ft)(%)(%)(ft)(K)(ft)
1 12 5.60 162.28 163.48 1.00 0.79 7.13 0.79 164.27 n/a 60.000 162.46 164.96 1.00 0.79 7.13 0.79 165.75i n/a n/a 0.694 0.75 n/a
2 18 5.60 162.47 165.02 1.50 1.77 3.17 0.16 165.17 0.285 18.000 162.52 165.07 1.50 1.77 3.17 0.16 165.22 0.284 0.284 0.051 0.75 0.12
3 18 4.20 162.53 165.18 1.50 1.77 2.38 0.09 165.27 0.160 265.000163.33 165.61 1.50 1.77 2.38 0.09 165.70 0.160 0.160 0.424 1.00 0.09
4 18 3.50 163.34 165.70 1.50 1.77 1.98 0.06 165.76 0.111 238.000164.05 165.96 1.50 1.77 1.98 0.06 166.02 0.111 0.111 0.264 0.75 0.05
5 18 3.50 164.06 166.01 1.50 1.77 1.98 0.06 166.07 0.111 15.000 164.13 166.02 1.50 1.77 1.98 0.06 166.08 0.111 0.111 0.017 1.00 0.06
6 8 0.70 164.71 165.70 0.67 0.35 2.01 0.06 165.76 0.336 15.000 165.01 165.75 0.67 0.35 2.01 0.06 165.81 0.336 0.336 0.050 1.00 0.06
Project File: Highland.stm Number of lines: 6 Run Date: 09-05-2013
; c = c ir e = e llip b = b o x
Hydraflow Storm Sewers Extension v6.066
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I)flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft)(ac)(ac)(C)(min)(min)(in/hr)(cfs)(cfs)(ft/s)(in)(%)(ft)(ft)(ft)(ft)(ft)(ft)
1 End 60.000 0.00 0.00 0.00 0.00 0.00 0.0 4.1 0.0 5.60 1.95 7.13 12 0.30 162.28 162.46 163.48 164.96 163.40 169.30
2 1 18.000 0.00 0.00 0.00 0.00 0.00 0.0 4.0 0.0 5.60 5.53 3.17 18 0.28 162.47 162.52 165.02 165.07 169.30 170.11
3 2 265.000 0.00 0.00 0.00 0.00 0.00 0.0 2.1 0.0 4.20 5.77 2.38 18 0.30 162.53 163.33 165.18 165.61 170.11 170.37
4 3 238.000 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 3.50 5.74 1.98 18 0.30 163.34 164.05 165.70 165.96 170.37 167.56
5 4 15.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 3.50 7.17 1.98 18 0.47 164.06 164.13 166.01 166.02 167.56 166.88
6 3 15.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.70 1.71 2.01 8 2.00 164.71 165.01 165.70 165.75 170.37 169.30
Project File: Highland.stm Number of lines: 6 Run Date: 09-05-2013
NOTES: Intensity = 127.16 / (Inlet time + 17.80) ^ 0.82; R e tu rn p e rio d = 100 Yrs. ; c = c ir e = e llip b = b o x
Hydraflow Storm Sewers Extension v6.066