HomeMy WebLinkAboutSUP 07-03; SOUTH COAST MATERIALS QUARRY; DRAINAGE REPORT; 2011-05-26TABLE OF CONTENTS
Introduction ........................................................................................................................................1
Hydrologic Criteria ............................................................................................................................2
Hydrologic Results.............................................................................................................................3
Hydraulic Analyses ............................................................................................................................5
Desiltation Basin Design....................................................................................................................7
Buena Vista Creek Design .................................................................................................................8
Conclusion .........................................................................................................................................9
APPENDICES
A. 2-, 10-, and 100-Year Rational Method Analyses
B. Hydraulic Analyses of Storm Drains, Drainage Ditches, and Bio-Filter Swales
C. Desiltation Basin Analyses
D. 100-Year HEC-RAS Analyses
MAP POCKET
Rational Method Work Map
1
INTRODUCTION
Hanson Aggregates Pacific Southwest, Inc.’s (Hanson) South Coast Materials Quarry project site
is located south of Haymar Drive and west of College Boulevard in the cities of Carlsbad and
Oceanside, California (see Vicinity Map). The site historically contained a quarry and associated
operations. The easterly portion of the site was recently reclaimed and developed with retail uses
(Quarry Creek Shopping Center). Hanson is now preparing to reclaim the remainder of the site,
which consists of Phases 2B, 3, and 4. This drainage report has been prepared for reclamation of
these remaining phases. The phases encompass the portion of the site entirely within the city of
Carlsbad (100.13 acres) as well as a small northeastern portion of the site (4.10 acres) within the
city of Oceanside.
The quarry operations are now complete and have left cut slopes and barren pad areas within the
mining footprint. The mining occurred within the eastern portion of Phases 2B, 3, and 4. The site
area west of the mining is mostly undisturbed. Buena Vista Creek enters the eastern portion of
the site at El Salto Falls, then flows in a westerly direction through the middle of the site. There
is a small tributary watercourse that flows northerly into Buena Vista Creek at the westerly end
of the mining area. Buena Vista Creek has been channelized through the mining area and
contains three vehicular crossings. Immediately downstream of the mining area, the creek
broadens into a natural floodplain. Surface runoff within the Quarry Creek site and adjacent
tributary areas primarily flow into Buena Vista Creek.
PAC/RC
OCEAN
oc
'ARLSBA
C3
VICINI TY MAP
NO SCALE
2
The Surface Mining and Reclamation Act requires that a Reclamation Plan be prepared and
implemented that leaves the site in a usable condition compatible with future land uses
designated for the site. The underlying zoning and land use regulations provide for a variety of
urban development types at the site, with the most intense use being industrial development. In
order to accommodate a range of potential development types, the Amended Reclamation Plan
includes large, gently sloping pads on either side of Buena Vista Creek. The creek will be
enlarged to accommodate the 100-year flow and contain a series of drop structures in order to
flatten the longitudinal creek slope to minimize and control erosive flow velocities. The three
crossings will be removed during the creek widening.
The Buena Vista Creek channel design includes several environmental considerations in its
design. First, the channelization will include seven drop structures that are intended to be
obscured by the proposed channel habitat. The drop structures will be of varying height and
placed at irregular intervals along the channel. Second, the channel profile was selected to allow
portions of the existing channel habitat to be preserved. Third, the channel bottom width (150
feet) was designed greater than that needed for 100-year flood conveyance in order to create
more habitat. Fourth, the channel banks include meandering terraces that can be inundated
during smaller storm events.
This report contains 100-year hydrologic and hydraulic analyses for final design of the Amended
Reclamation Plan drainage facilities and extended detention (desiltation) basins. This report also
contains hydraulic analyses of the Buena Vista Creek channel.
HYDROLOGIC CRITERIA
Hydrologic analyses were performed to determine the 2-, 10-, and 100-year flow rates associated
with final engineering of the Amended Reclamation Plan. There are significant northerly and
southerly off-site areas that contribute runoff to the site. The analyses include determination of
the tributary flows from these areas. The County of San Diego’s 2003 Hydrology Manual
rational method procedure was used for the 100-year hydrologic analyses. The rational method
input parameters are summarized as follows:
Precipitation: The 2-year, 6- and 24-hour precipitation values are 1.35 and 2.1 inches,
respectively The 10-year, 6- and 24-hour precipitation values are 1.9 and 3.3 inches,
respectively The 100-year, 6- and 24-hour precipitation values are 2.9 and 5.1 inches,
respectively. The isopluvials are included in Appendix A.
Drainage areas: The proposed condition on-site drainage areas are based on the grading
plans. The existing condition on-site drainage areas are based on the base topographic
mapping. The overall existing condition drainage area was set equal to the overall proposed
condition drainage area to allow a comparison of results.
There are significant off-site areas to the north and south that are tributary to the Quarry
Creek site. Research was performed at the city of Carlsbad, city of Oceanside, and Caltrans
3
to obtain hydrologic analyses, as-built drawings and topographic mapping of the off-site
areas. None of the agencies were able to provide all of the necessary flow rates from the off-
site areas. As a result, off-site analyses were prepared for this report. The off-site drainage
basins were delineated using the topographic mapping by Project Design Consultants (PDC)
flown in November 2005 and September 2006 (the September 2006 mapping covers the
project site), where available. The off-site drainage basins not covered by the PDC mapping
were delineated based on the available documentation and field investigations. The Rational
Method Work Maps (see Appendix A) contain the drainage basins as well as flow paths and
rational method node numbers.
The recently completed Quarry Creek Shopping Center has two storm drain outfalls onto the
southeast portion of the site. The 100-year flow rate from these outfalls was obtained from
O’Day Consultants.
Hydrologic soil groups: The hydrologic soil groups were determined from the Soil
Conservation Service’s Soil Survey for San Diego County. The soil group is predominantly
“D”. Therefore, this was used for all of the analyses.
Runoff coefficients: The runoff coefficients were selected based on land use and Soil Group
“D”. For the off-site areas, the land use was based on the existing land use determined by
aerial photo review and field investigations. The off-site areas are essentially developed;
therefore, the runoff coefficients should be representative of future conditions surrounding
the site.
The existing (pre-project) condition hydrologic analyses were based on the amount of
impervious surfaces (driveways, paving, buildings, etc.) at the site. Under proposed (post-
project) conditions, the impervious surfaces will be removed except a portion of the entry
driveway. Therefore, the majority of the proposed condition on-site drainage basins were
modeled as pervious.
An additional set of rational method analyses were performed with the land use within the
proposed on-site pads modeled as industrial development. This maximizes the runoff
coefficient, and will help ensure that the proposed storm drain facilities are sized to
accommodate any type of future development at the site, i.e., this will minimize the
potential need to remove and replace the culverts installed under reclamation regardless of
the future site use. The land use for the remaining on-site areas (e.g., steep hillsides) was
assumed to be natural.
Flow lengths and elevations: The flow lengths and elevations were obtained from the
Rational Method Work Maps (see map pocket).
HYDROLOGIC RESULTS
The 100-year existing and proposed condition rational method results and work maps are
included Appendix A and the map pockets, respectively. In order to verify that the project is
4
exempt from hydromodification, 2- and 10-year analyses were also prepared and are included in
Appendix A. The analyses were performed using the CivilDesign Rational Method Hydrology
Program, which is based on the latest County of San Diego criteria. The Amended Reclamation
Plan study area was divided into major drainage basins labeled 100 through 600. Each major
basin represents a drainage area that is tributary to an independent drainage facility or
watercourse. Basins 100 through 300 encompass the on- and off-site areas north of Buena Vista
Creek, while Basins 400 and 600 encompass the on- and off-site areas south of Buena Vista
Creek. Preliminary studies during the project entitlement included Basin 500, but this is now
eliminated and part of Basin 400.
Table 1A summarizes the 2-, 10-, and 100-year existing and proposed condition results. Since
Basin 600 is the same under existing and proposed conditions, there was no need to perform the
2- and 10-year hydromodification analyses for this basin. The results show that the proposed
condition runoff is equal to or slightly less than the existing condition runoff at the common
discharge point from all of the major basins. This is expected since the project will reduce the
amount of impervious area. This also satisfies the hydromodification exemption requirement for
the project.
Basin
Exist. Cond.
2-Year Flow,
cfs
Prop. Cond.
2-Year Flow,
cfs
Exist. Cond.
10-Year Flow,
cfs
Prop. Cond.
10-Year Flow,
cfs
Exist. Cond.
100-Year Flow,
cfs
Prop. Cond.
100-Year Flow,
cfs
100 91 91 134 134 216 216
200 16 14 23 21 37 33
300 9 6 13 8 20 12
400 39 38 56 55 89 87
500 --- --- --- --- --- ---
600 --- --- --- --- 189 189
Table 1A. Summary of Existing and Proposed Condition Rational Method Results
Table 1B provides the existing and proposed condition tributary areas for each major basin. The
table also provides the 100-year results based on an industrial land use within the proposed pads.
Basin
Exist. Cond.
Tributary Area, Ac
Prop. Cond.
Tributary Area, Ac
100-Year Flow
Rate1, cfs
100 73.28 72.39 216
200 13.70 16.17 83
300 9.74 8.16 33
400 56.75 56.75 117
500 --- ---
600 85.01 85.01 189 1Assuming proposed pads support industrial land use
Table 1B. Overall Drainage Areas and 100-Year Rational Method Results
with Proposed Industrial Land Use
5
HYDRAULIC ANALYSES
Private Storm Drain
WSPGW analyses (see Appendix B) were performed for proposed private storm drain lines 1
through 5. The WSPGW analyses were based on the storm drain profiles from the engineering
drawings (the WSPGW stationing matches the stationing of the profiles) as well as the greatest
100-year flow rates from the rational method results. The hydraulic grade lines (HGL) and
maximum flow velocities from the WSPGW results are shown on the storm drain profiles and
indicate that the storm drains can adequately convey the 100-year flow.
The 100-year flow velocity at each of the storm drain outlets exceeds 20 feet per second. As a
result, grouted 1/2-ton riprap has been specified at each outlet in order withstand the high flow
velocities. HEC-RAS analyses (see Appendix B) were performed for the riprap pads and show
that the hydraulic jump will occur within the grouted section of the riprap. Below the jump, the
flow velocities reduce to near 6 feet per second. Consequently, the last 5 feet of each riprap pad
has been specified as ungrouted 1/2-ton riprap, which can resist up to 15 feet per second. The
overall size (length by width) of the riprap pads are shown on the plans and based on San Diego
Regional Standard Drawing D-40 (see Appendix B),. The riprap gradations and filter fabric are
shown on the plans and have been designed based on the 2009 Regional Supplement to
“Greenbook 2009” (see Appendix B).
Drainage Ditches
Normal depth analyses were performed near the downstream end of each of the drainage ditches.
The ditches at the southerly end of the site are existing, while a proposed ditch is located near the
southeast end of the proposed north pad. The analyses for the existing ditches were based on the
100-year rational method results.
For the proposed ditch outletting onto the north pad, a separate rational method analysis was
performed as follows. The tributary area from the Rational Method Work Map is 0.72 Acres. The
runoff coefficient is 0.35 based on D soil and a natural surface. The maximum rainfall intensity
is 7.7 inches per hour based on the minimum time of concentration of 5 minutes and the 100-
year, 6-hour precipitation of 2.9 inches. Using these values gives a 100-year flow rate in the
proposed ditch of 1.9 cfs (Q=CIA=0.35×7.7×0.72=1.9 cfs).
Based on the 100-year flows, normal depth analyses were used to estimate the capacity and flow
velocity at the end of each ditch based on a San Diego Regional Standard Drawing D-75 (type
D) drainage ditch. The results are included in Appendix B and summarized in Table 2A. Due to
the high velocities at some ditches, the riprap at the outlet of all the ditches has been specified
with light class grouted rock for the first 10 feet, then ungrouted rock for an additional 5 feet.
The riprap gradations and filter fabric have been designed based on the 2009 Regional
Supplement to “Greenbook 2009” (see Appendix B).
6
Drainage Ditch
Location
100-Year Flow
Rate, cfs
100-Year Flow
Velocity, fps
100-Year Flow
Depth, feet
Rational Method Node 423 51.4 7.8 2.21
Rational Method Node 427 5.2 17.3 0.28
Rational Method Node 431 23.3 17.9 0.75
Rational Method Node 436 2.8 14.4 0.21
Rational Method Node 441 1.4 8.6 0.19
Rational Method Node 444 12.0 12.8 0.60
Southeast End of North Pad 1.9 12.8 0.18
Table 2A. Summary of Normal Depth Results for Ditches
Desiltation Basin Inflow
The upper end of each desiltation basin will be lined with riprap to prevent erosion from the
inflow. A normal depth analysis was performed for each of these riprap channels based on the
post-project 100-year inflow. The results are included in Appendix B and show a maximum flow
velocity of 8.3 fps and maximum flow depth of 0.7 feet. Light class riprap has been specified for
the inflow channels because it is rated up to 11 fps by the 2009 Regional Supplement to
“Greenbook 2009”. The riprap gradations and filter fabric have been designed based on the
Supplement.
Bio-Filter Swales
There are three existing storm drain systems that solely capture off-site runoff and outfall onto
the site. One is along the northerly boundary and the other two are along the southerly portion of
the easterly boundary (near the westerly terminus of Marron Road). Proposed storm drain Line-1
will convey runoff from the northerly storm drain to Buena Vista Creek, while Line-2 and -2B
will convey runoff from the southerly storm drains to the creek. The City of Carlsbad has
required that low flow from the existing storm drains be treated on-site. As a result, 4-inch PVC
pipes will be used to direct the low flow in the storm drains to the on-site bio-filter swales. An
orifice analysis was used to determine the low flow in each pipe based on the 100-year hydraulic
grade line in the main storm drain. The results are included in Appendix B and show that the
northerly 4-inch PVC pipe will convey 0.89 cfs and the southerly will convey 0.63 cfs
A normal depth analysis was then performed for each bio-filter swale. The City of Carlsbad
requires the following criteria for bio-swales:
Use n=0.25 for Manning’s “n”
The swale should be a minimum 100-feet in length
Longitudinal slopes should not exceed 2.5 percent
Hydraulic residence time should be 10 minutes
The normal depth analyses for each swale are included in Appendix B. Table 2B lists the design
parameters and normal depth results. Both swales have 3:1 side slopes and will be 1-foot deep.
Table 2B shows that the minimum residence time of 10 minutes is met.
7
Bio-filter
Swale
Bottom
Width, ft
Length,
ft
Slope,
%
Normal
Depth, ft
Flow Velocity,
fps
Residence Time,
min.
Northerly 34 191 1.05 0.15 0.17 18.7
Southerly 26 138 1.38 0.13 0.18 12.8
Table 2B. Bio-Filter Swale Design and Results
DESILTATION BASIN DESIGN
Runoff from Major Drainage Basins 200 through 400 will flow into desiltation basins in the
lower pad areas prior to entering Buena Vista Creek. These drainage basins encompass the
graded portions of the site. Since the reclamation grading will result in large, undeveloped pads,
the primary pollutant of concern is sediment. Consequently, the final Storm Water Management
Plan (SWMP) determined that desiltation basins will satisfy the water quality criteria.
The City of Carlsbad’s January 14, 2011, Standard Urban Storm Water Management Plan
(SUSMP) states that desiltation basin volumes shall be based on the product of the County of
San Diego’s 85th Percentile Isopluvial Map (0.69 inches), the LID weighted runoff factor (0.10
for pervious surfaces), and the tributary area. The volume of each of the three proposed basins
was sized using this criteria. The volume calculations are provided in the final SWMP.
Each desiltation basin will contain a riser that will cause sediment to deposit in the basin. The
riser will also allow the 100-year flow to be conveyed out of the basin. The 100-year flow rate is
based on the proposed condition rational method results with pervious pads. Each outlet riser
connects to a pipe that outflows into Buena Vista Creek. The tributary area and flow rates at each
basin are summarized in Table 3.
Major Drainage
Basin
Tributary Area,
Acres
100-Year Flow
Rate, cfs
200 16.17 33
300 8.16 12
400 56.75 87
Table 3. Summary of 100-Year Rational Method Results
for Desiltation Basin Riser Design
According to the Reclamation Plan drawing, the desiltation basins serving Major Drainage
Basins 200 and 300 will each have a 42-inch high density polyethylene (HDPE) riser, while the
pond serving Major Basin 400 with have a 54-inch HDPE riser. Orifice and weir calculations
were performed for the risers and corresponding 100-year flow rates using Bentley’s FlowMaster
program. The results provide the amount of head necessary to convey the 100-year flow through
the risers and are included in Appendix C and summarized in Table 4. The more conservative of
the weir and orifice results for each riser governs. From Table 4, it is evident that weir flow
governs in each case. In order to ensure that the desiltation basins can handle runoff from the
I I I
8
100-year event, the basins have been designed so the top of banks are higher than the top of
risers plus the weir headwater depth with a foot of freeboard.
Major Drainage
Basin
Weir Headwater
Depth, ft
Orifice Headwater
Depth, ft
200 1.00 0.51
300 0.51 0.07
400 1.61 1.29
Table 4. Summary of Weir and Orifice Analyses for Sedimentation Pond Risers
BUENA VISTA CREEK DESIGN
Currently, the Buena Vista Creek channel within the Quarry Creek site does not contain the 100-
year flow. Since the site reclamation is required to leave the site in a usable condition compatible
with future land uses, channel improvements are being proposed. Furthermore, the existing
longitudinal channel slope is hydraulically steep, which results in erosive flow velocities. In
order to reduce the 100-year flow velocities below the non-erosive threshold of 6 feet per second
(fps) as much as possible, a series of seven drop structures are being proposed within the channel
to reduce the slope. Riprap is necessary to protect against high flow velocities at and
immediately below each drop. The following describes the hydraulic analyses used to design the
channel and riprap.
HEC-RAS analyses were used to design the drop structures and proposed channel (see Appendix
D for the analyses and HEC-RAS Work Map). A 100-year HEC-RAS analysis was performed to
design a channel that minimizes erosive flow velocities. A low roughness coefficient of 0.030
was assumed, which is conservative from a velocity standpoint. The analysis determined that the
proposed trapezoidal channel with a 150-foot bottom width, 2.5 to 1 side slopes, and terraces was
appropriate. The longitudinal channel slope varies because the portions of the existing channel
are being preserved. However, the graded channel bed areas between drops will generally be
sloped at 0.14 percent. The channel was narrowed as it approaches a drop structure in order to
create a backwater situation that will reduce the upstream flow velocities. The riprap below each
drop structure was extended beyond the hydraulic jump shown in the HEC-RAS analysis. The
maximum 100-year flow velocity at a drop structure is approximately 12.8 fps according to the
HEC-RAS results. Based on the the 2009 Regional Supplement to “Greenbook 2009” (see
Appendix B), 1/4-ton riprap is needed to resist these velocities. In order to satisfy the US Army
Corps of Engineers, two types of riprap were specified at the drop structures. The first is to use
1/4-ton riprap and to grout the portion of the riprap along the downstream face of the drop. The
grout would also extend 2 feet upstream and 4 feet downstream of the face. The use of grout is a
typical application at a drop structure. The Corps was strongly opposed to using grout on all of
the drop structures. As a result, at the middle three drop structures, the riprap has been specified
as 1-ton in the middle, lower, level portion the structure and 2-ton in the outer, sloping portion of
the 666structure.
9
The analysis indicates that bank protection is needed immediately downstream of El Salto Falls
due to high flow velocities extending below the falls. Much of the falls area is composed of
bedrock. The riprap was only shown in areas not consisting of bedrock according to the
geotechnical report. This riprap will be buried behind the existing north and south channel banks
for aesthetic reasons. The 100-year flow velocities in this area reach up to 17.5 fps. According to
the 2009 Regional Supplement to “Greenbook 2009” (see Appendix B), 2-ton riprap is needed to
resist these velocities.
Furthermore, buried riprap is proposed behind the southerly channel bank downstream of the
westerly-most drop structure. The 100-year flow velocities this area reach up to 13.0 fps.
According to the 2009 Regional Supplement to “Greenbook 2009,” this velocity is at the upper
limit for 1/4-ton riprap. As a result, 1/2-ton has been specified in this area. Finally, riprap will
line the proposed levee along the north bank of the falls area. Since the falls is steep and subject
to high flow velocities, the riprap will consist of grouted 1/2-ton rock.
The riprap gradations and filter blanket for all of the areas described above have been designed
in accordance with the 2009 Regional Supplement to “Greenbook 2009”.
A second HEC-RAS analysis was performed on the proposed channel design assuming a high
roughness coefficient of 0.10. This analysis was used to establish the minimum pad elevations.
The pads were designed with at least a foot of freeboard above the 100-year water surface
elevations. This HEC-RAS analysis showed that under existing conditions the 100-year flow is
not contained in the Buena Vista Creek channel near the upper end of El Salto Falls. As a result,
the right channel bank will be raised and designed as a levee in order to contain the flow. The
levee has been designed according to the Federal Emergency Management Agency’s criteria.
CONCLUSION
Hydrologic and hydraulic analyses have been performed for final engineering required for
reclamation of Quarry Creek Phases 2B, 3, and 4. Since the Surface Mining and Reclamation Act
requires that a Reclamation Plan be prepared and implemented that leaves the site in a usable
condition compatible with future land uses, the drainage system was designed to accommodate
all potential future development types. The on-site hydrologic analyses were based on
conservative land use assumptions (industrial) for purposes of maximizing the runoff coefficient
to help ensure the storm drain pipes outleting into the receiving watercourses were sized to
minimize the potential that the pipes would need to be removed and upsized in the future.
Storm runoff from the project flows into Buena Vista Creek from the north and south under pre-
and post-project conditions. The general flow patterns will be unchanged, and the impervious
area will be reduced by the project due to removal of paving and structures. Therefore, the
project will not increase the peak flows entering Buena Vista Creek.
The on-site desiltation basins meet the current SUSMP requirements and will contain sediment
runoff from the site after reclamation grading. These will be the primary site BMPs and are
appropriate for the main pollutant of concern, sediment.
10
Buena Vista Creek will be improved along the reclamation area. The creek will be widened to
convey the 100-year flow rate. Drop structures will be constructed to reduce the longitudinal bed
slope and minimize erosive velocities. The channel will be vegetated to create an enhanced
habitat corridor.
APPENDIX A
2-, 10-, AND 100-YEAR
RATIONAL METHOD ANALYSES
DRAINAGE DATA
San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
12 of26
Note that lhe Initial Time of Concentration should be reflective of the general land-use at the
upstream end of a drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in
hydrology studies. Initial Ti values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLO\.V LENGTH (LM)
& INTTTAL TIME OF CONCENTRA TTON (Ti)
Element* DU/ .5% 1% 2% 3% 5% 10%
Acre LM T; LM T; LM T; LM Ti L., T; LM T;
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9
LDR I 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LOR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LOR 2.9 50 10.7 70 100 85 8.8 95 8.1 100 7.0 100 5.6
MOR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MOR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5
MOR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HOR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5
HOR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7
N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9
*See Table 3-1 for more detailed description
3-12
San Diego County flydrology Manual
Date: June 2003
Table 3-1
Section:
Page:
RU NOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficie,u "C"
SoilTvoe
NRCS Elements Countv Elements %IMPER. A B
Undisnu-tx.'tl Natural Terrain (Natural) Pennanent Open Space o• 0.20 0.25
Low Density Residential (LDR) Rc-sidential, 1.0 DU/A or less 10 0.27 0.32
Low Density Resident.ial (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38
Low Density Residential (I.DR) Residential. 2.9 DU/A or lc'Ss 25 0.38 0.41
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45
Medium Density Res,dcnlial (!VIDR) Residential, 7 .3 DU/A or less 40 0.48 0.51
Medrum Density Residential (MDR) Residential, I0.9 DU/A or less 45 0.52 0.54
Medium Density Residential (!VIDR) Residemial. 14.5 DU/A or less 50 0.55 0.58
High Density Residential (HDR) Residential. 24.0 DU/ A or less 65 0.66 0.67
High Density Residential (HDR) Residential, 43.0 DU/11 or less 80 0.76 0.77
Commercial/lnduS1rial (N. Com) Neighborhood Commercial 80 0.76 0.77
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80
Commercial/Jnduslrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84
Commcrcial/lnduslrial (Limited I.) Limited lndusuial 90 0.83 0.84
Commercialilndttslrial (Gener.ti I.) Gencral lnduslJ'ial 95 0.87 0.87
C
0.30
0.36
0.42
0.45
0.48
0.54
0.57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0.87
3
6 of26
(D)
0.35
0.4 1
0.46
0.49
0.52
0.57
0.60
0.63
0.7 1
0.79
0.79
0.82
0.85
0.85
0.87
"Tbe values associated with 0% impervious may be uSL-d for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious nmoff
cocJllcicnt> Cp, for the soil type), or for areas that will remain undisnlf'bed in perperuity. Justification mus~ be given that t..he area will remain natural forever (e.g .. the area
is localed in Cleveland National Forest).
DU/J\ = dwelling units per acre
NRCS = National Resources Conservation Service
3-6
2-, 10-, AND 100-YEAR
EXISTING CONDITION ANALYSES
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
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Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
2-Year Analysis of Basins 100, 200, and 300 for Hydromodification
Based on Pre-Project Condition
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********* Hydrology Study Control Information **********
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Program License Serial Number 4028
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Rational hydrology study storm event year is 2.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.350
24 hour precipitation(inches) = 2.100
P6/P24 = 64.3%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 385.700(Ft.)
Lowest elevation = 384.800(Ft.)
Elevation difference = 0.900(Ft.) Slope = 0.900 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 0.90 %, in a development type of
Limited Industrial
2
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.61 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 0.900^(1/3)]= 3.61
Calculated TC of 3.610 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.695(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.100
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 384.800(Ft.)
Downstream point elevation = 368.000(Ft.)
Channel length thru subarea = 107.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.695(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.695(CFS)
Depth of flow = 0.037(Ft.), Average velocity = 1.820(Ft/s)
Channel flow top width = 10.737(Ft.)
Flow Velocity = 1.82(Ft/s)
Travel time = 0.98 min.
Time of concentration = 4.59 min.
Critical depth = 0.052(Ft.)
Adding area flow to channel
Calculated TC of 4.590 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 0.196
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 0.695(CFS) Total area = 0.230(Ac.)
Depth of flow = 0.037(Ft.), Average velocity = 1.820(Ft/s)
Critical depth = 0.052(Ft.)
3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.100 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 368.000(Ft.)
End of street segment elevation = 340.000(Ft.)
Length of street segment = 910.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 9.420(CFS)
Depth of flow = 0.392(Ft.), Average velocity = 4.151(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.827(Ft.)
Flow velocity = 4.15(Ft/s)
Travel time = 3.65 min. TC = 8.24 min.
Adding area flow to street
Rainfall intensity (I) = 2.576(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 2.576(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 7.010
Subarea runoff = 17.364(CFS) for 8.310(Ac.)
Total runoff = 18.059(CFS) Total area = 8.540(Ac.)
Street flow at end of street = 18.059(CFS)
Half street flow at end of street = 18.059(CFS)
Depth of flow = 0.477(Ft.), Average velocity = 4.859(Ft/s)
Flow width (from curb towards crown)= 19.093(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
4
Upstream point/station elevation = 340.000(Ft.)
Downstream point/station elevation = 320.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0580 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.059(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 18.059(CFS)
Normal flow depth in pipe = 11.25(In.)
Flow top width inside pipe = 17.43(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.55(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 8.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.504(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 8.61 min.
Rainfall intensity = 2.504(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 10.331
Subarea runoff = 7.813(CFS) for 4.050(Ac.)
Total runoff = 25.872(CFS) Total area = 12.590(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 320.000(Ft.)
Downstream point elevation = 298.000(Ft.)
Channel length thru subarea = 265.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 26.808(CFS)
Manning's 'N' = 0.060
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 26.808(CFS)
Depth of flow = 0.538(Ft.), Average velocity = 4.290(Ft/s)
Channel flow top width = 13.228(Ft.)
Flow Velocity = 4.29(Ft/s)
5
Travel time = 1.03 min.
Time of concentration = 9.64 min.
Critical depth = 0.570(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.329(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.329(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.698 CA = 11.888
Subarea runoff = 1.810(CFS) for 4.450(Ac.)
Total runoff = 27.682(CFS) Total area = 17.040(Ac.)
Depth of flow = 0.548(Ft.), Average velocity = 4.338(Ft/s)
Critical depth = 0.586(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 298.000(Ft.)
Downstream point/station elevation = 296.000(Ft.)
Pipe length = 95.00(Ft.) Slope = 0.0211 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.682(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 27.682(CFS)
Normal flow depth in pipe = 16.90(In.)
Flow top width inside pipe = 21.91(In.)
Critical Depth = 21.86(In.)
Pipe flow velocity = 11.71(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 9.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 17.040(Ac.)
Runoff from this stream = 27.682(CFS)
Time of concentration = 9.78 min.
Rainfall intensity = 2.308(In/Hr)
Program is now starting with Main Stream No. 2
6
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Process from Point/Station 106.000 to Point/Station 107.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Initial subarea total flow distance = 130.000(Ft.)
Highest elevation = 334.000(Ft.)
Lowest elevation = 332.700(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
10.9 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.90 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.648(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.600
Subarea runoff = 0.699(CFS)
Total initial stream area = 0.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 332.700(Ft.)
End of street segment elevation = 296.000(Ft.)
Length of street segment = 710.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.748(CFS)
Depth of flow = 0.256(Ft.), Average velocity = 3.802(Ft/s)
7
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.072(Ft.)
Flow velocity = 3.80(Ft/s)
Travel time = 3.11 min. TC = 11.01 min.
Adding area flow to street
Rainfall intensity (I) = 2.137(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Rainfall intensity = 2.137(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.600 CA = 2.208
Subarea runoff = 4.020(CFS) for 3.240(Ac.)
Total runoff = 4.719(CFS) Total area = 3.680(Ac.)
Street flow at end of street = 4.719(CFS)
Half street flow at end of street = 4.719(CFS)
Depth of flow = 0.298(Ft.), Average velocity = 4.298(Ft/s)
Flow width (from curb towards crown)= 10.133(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.680(Ac.)
Runoff from this stream = 4.719(CFS)
Time of concentration = 11.01 min.
Rainfall intensity = 2.137(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 27.682 9.78 2.308
2 4.719 11.01 2.137
Qmax(1) =
1.000 * 1.000 * 27.682) +
1.000 * 0.888 * 4.719) + = 31.873
Qmax(2) =
0.926 * 1.000 * 27.682) +
1.000 * 1.000 * 4.719) + = 30.359
Total of 2 main streams to confluence:
Flow rates before confluence point:
8
27.682 4.719
Maximum flow rates at confluence using above data:
31.873 30.359
Area of streams before confluence:
17.040 3.680
Results of confluence:
Total flow rate = 31.873(CFS)
Time of concentration = 9.778 min.
Effective stream area after confluence = 20.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 296.000(Ft.)
Downstream point/station elevation = 288.000(Ft.)
Pipe length = 240.00(Ft.) Slope = 0.0333 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 31.873(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 31.873(CFS)
Normal flow depth in pipe = 15.82(In.)
Flow top width inside pipe = 22.75(In.)
Critical Depth = 22.66(In.)
Pipe flow velocity = 14.51(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 10.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 20.720(Ac.)
Runoff from this stream = 31.873(CFS)
Time of concentration = 10.05 min.
Rainfall intensity = 2.267(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
9
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 328.700(Ft.)
Lowest elevation = 328.000(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.247(CFS)
Total initial stream area = 0.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 328.000(Ft.)
End of street segment elevation = 288.000(Ft.)
Length of street segment = 1110.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.885(CFS)
Depth of flow = 0.273(Ft.), Average velocity = 3.341(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.900(Ft.)
Flow velocity = 3.34(Ft/s)
Travel time = 5.54 min. TC = 13.94 min.
Adding area flow to street
Rainfall intensity (I) = 1.836(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
10
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 1.836(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.964
Subarea runoff = 5.196(CFS) for 5.030(Ac.)
Total runoff = 5.443(CFS) Total area = 5.200(Ac.)
Street flow at end of street = 5.443(CFS)
Half street flow at end of street = 5.443(CFS)
Depth of flow = 0.326(Ft.), Average velocity = 3.869(Ft/s)
Flow width (from curb towards crown)= 11.556(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.200(Ac.)
Runoff from this stream = 5.443(CFS)
Time of concentration = 13.94 min.
Rainfall intensity = 1.836(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 31.873 10.05 2.267
2 5.443 13.94 1.836
Qmax(1) =
1.000 * 1.000 * 31.873) +
1.000 * 0.721 * 5.443) + = 35.799
Qmax(2) =
0.810 * 1.000 * 31.873) +
1.000 * 1.000 * 5.443) + = 31.262
Total of 2 main streams to confluence:
Flow rates before confluence point:
31.873 5.443
Maximum flow rates at confluence using above data:
35.799 31.262
Area of streams before confluence:
20.720 5.200
Results of confluence:
Total flow rate = 35.799(CFS)
11
Time of concentration = 10.054 min.
Effective stream area after confluence = 25.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 288.000(Ft.)
Downstream point/station elevation = 218.000(Ft.)
Pipe length = 305.00(Ft.) Slope = 0.2295 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 35.799(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 35.799(CFS)
Normal flow depth in pipe = 11.21(In.)
Flow top width inside pipe = 17.45(In.)
Critical depth could not be calculated.
Pipe flow velocity = 30.91(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 10.22 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 218.000(Ft.)
Downstream point elevation = 198.000(Ft.)
Channel length thru subarea = 635.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 36.107(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 36.107(CFS)
Depth of flow = 1.103(Ft.), Average velocity = 4.545(Ft/s)
Channel flow top width = 9.410(Ft.)
Flow Velocity = 4.55(Ft/s)
Travel time = 2.33 min.
Time of concentration = 12.55 min.
Critical depth = 1.016(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.965(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
12
Rainfall intensity = 1.965(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.662 CA = 18.494
Subarea runoff = 0.541(CFS) for 2.020(Ac.)
Total runoff = 36.340(CFS) Total area = 27.940(Ac.)
Depth of flow = 1.106(Ft.), Average velocity = 4.554(Ft/s)
Critical depth = 1.023(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.940(Ac.)
Runoff from this stream = 36.340(CFS)
Time of concentration = 12.55 min.
Rainfall intensity = 1.965(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 115.000(Ft.)
Highest elevation = 337.000(Ft.)
Lowest elevation = 330.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 6.087 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.09 %, in a development type of
Permanent Open Space
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.70 minutes
(for slope value of 5.00 %)
Rainfall intensity (I) = 2.488(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.131(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
13
Process from Point/Station 114.000 to Point/Station 115.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 330.000(Ft.)
Downstream point elevation = 240.000(Ft.)
Channel length thru subarea = 420.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.699(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.699(CFS)
Depth of flow = 0.042(Ft.), Average velocity = 1.611(Ft/s)
Channel flow top width = 10.834(Ft.)
Flow Velocity = 1.61(Ft/s)
Travel time = 4.35 min.
Time of concentration = 13.05 min.
Critical depth = 0.053(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.916(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 1.916(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.612
Subarea runoff = 1.043(CFS) for 1.600(Ac.)
Total runoff = 1.174(CFS) Total area = 1.750(Ac.)
Depth of flow = 0.057(Ft.), Average velocity = 1.960(Ft/s)
Critical depth = 0.073(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 240.000(Ft.)
End of street segment elevation = 203.000(Ft.)
Length of street segment = 900.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
14
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 8.524(CFS)
Depth of flow = 0.364(Ft.), Average velocity = 4.525(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.463(Ft.)
Flow velocity = 4.52(Ft/s)
Travel time = 3.32 min. TC = 16.36 min.
Adding area flow to street
Rainfall intensity (I) = 1.656(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 1.656(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.666 CA = 9.622
Subarea runoff = 14.759(CFS) for 12.690(Ac.)
Total runoff = 15.933(CFS) Total area = 14.440(Ac.)
Street flow at end of street = 15.933(CFS)
Half street flow at end of street = 15.933(CFS)
Depth of flow = 0.439(Ft.), Average velocity = 5.260(Ft/s)
Flow width (from curb towards crown)= 17.199(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 203.000(Ft.)
Downstream point/station elevation = 198.000(Ft.)
Pipe length = 100.00(Ft.) Slope = 0.0500 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.933(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 15.933(CFS)
Normal flow depth in pipe = 10.88(In.)
Flow top width inside pipe = 17.61(In.)
Critical Depth = 17.08(In.)
Pipe flow velocity = 14.29(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 16.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
15
Process from Point/Station 116.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.440(Ac.)
Runoff from this stream = 15.933(CFS)
Time of concentration = 16.48 min.
Rainfall intensity = 1.648(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 36.340 12.55 1.965
2 15.933 16.48 1.648
Qmax(1) =
1.000 * 1.000 * 36.340) +
1.000 * 0.761 * 15.933) + = 48.472
Qmax(2) =
0.839 * 1.000 * 36.340) +
1.000 * 1.000 * 15.933) + = 46.415
Total of 2 main streams to confluence:
Flow rates before confluence point:
36.340 15.933
Maximum flow rates at confluence using above data:
48.472 46.415
Area of streams before confluence:
27.940 14.440
Results of confluence:
Total flow rate = 48.472(CFS)
Time of concentration = 12.547 min.
Effective stream area after confluence = 42.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 198.000(Ft.)
Downstream point/station elevation = 189.000(Ft.)
Pipe length = 360.00(Ft.) Slope = 0.0250 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 48.472(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 48.472(CFS)
Normal flow depth in pipe = 21.89(In.)
Flow top width inside pipe = 21.15(In.)
Critical depth could not be calculated.
16
Pipe flow velocity = 14.04(Ft/s)
Travel time through pipe = 0.43 min.
Time of concentration (TC) = 12.97 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 1.923(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 12.97 min.
Rainfall intensity = 1.923(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.673 CA = 36.324
Subarea runoff = 21.377(CFS) for 11.560(Ac.)
Total runoff = 69.849(CFS) Total area = 53.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 53.940(Ac.)
Runoff from this stream = 69.849(CFS)
Time of concentration = 12.97 min.
Rainfall intensity = 1.923(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 80.000(Ft.)
17
Highest elevation = 274.600(Ft.)
Lowest elevation = 273.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.276(CFS)
Total initial stream area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 119.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 273.800(Ft.)
End of street segment elevation = 181.000(Ft.)
Length of street segment = 1290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 8.903(CFS)
Depth of flow = 0.340(Ft.), Average velocity = 5.659(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.256(Ft.)
Flow velocity = 5.66(Ft/s)
Travel time = 3.80 min. TC = 12.20 min.
Adding area flow to street
Rainfall intensity (I) = 2.001(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
18
Rainfall intensity = 2.001(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 8.715
Subarea runoff = 17.162(CFS) for 15.100(Ac.)
Total runoff = 17.438(CFS) Total area = 15.290(Ac.)
Street flow at end of street = 17.438(CFS)
Half street flow at end of street = 17.438(CFS)
Depth of flow = 0.415(Ft.), Average velocity = 6.646(Ft/s)
Flow width (from curb towards crown)= 15.977(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 181.000(Ft.)
Downstream point/station elevation = 177.900(Ft.)
Pipe length = 310.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 17.438(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 17.438(CFS)
Normal flow depth in pipe = 15.82(In.)
Flow top width inside pipe = 22.75(In.)
Critical Depth = 18.06(In.)
Pipe flow velocity = 7.95(Ft/s)
Travel time through pipe = 0.65 min.
Time of concentration (TC) = 12.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 15.290(Ac.)
Runoff from this stream = 17.438(CFS)
Time of concentration = 12.85 min.
Rainfall intensity = 1.935(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 69.849 12.97 1.923
2 17.438 12.85 1.935
Qmax(1) =
1.000 * 1.000 * 69.849) +
0.994 * 1.000 * 17.438) + = 87.179
Qmax(2) =
1.000 * 0.990 * 69.849) +
19
1.000 * 1.000 * 17.438) + = 86.616
Total of 2 main streams to confluence:
Flow rates before confluence point:
69.849 17.438
Maximum flow rates at confluence using above data:
87.179 86.616
Area of streams before confluence:
53.940 15.290
Results of confluence:
Total flow rate = 87.179(CFS)
Time of concentration = 12.974 min.
Effective stream area after confluence = 69.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 177.900(Ft.)
Downstream point/station elevation = 148.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0867 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 87.179(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 87.179(CFS)
Normal flow depth in pipe = 21.14(In.)
Flow top width inside pipe = 22.26(In.)
Critical depth could not be calculated.
Pipe flow velocity = 26.11(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 13.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 1.902(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Time of concentration = 13.19 min.
Rainfall intensity = 1.902(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.659 CA = 47.726
20
Subarea runoff = 3.603(CFS) for 3.160(Ac.)
Total runoff = 90.782(CFS) Total area = 72.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 122.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 148.000(Ft.)
Downstream point/station elevation = 125.000(Ft.)
Pipe length = 77.00(Ft.) Slope = 0.2987 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.782(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 90.782(CFS)
Normal flow depth in pipe = 15.28(In.)
Flow top width inside pipe = 23.09(In.)
Critical depth could not be calculated.
Pipe flow velocity = 43.01(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 13.22 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 125.000(Ft.)
Downstream point elevation = 98.000(Ft.)
Channel length thru subarea = 739.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 90.817(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 90.817(CFS)
Depth of flow = 1.337(Ft.), Average velocity = 7.539(Ft/s)
Channel flow top width = 13.022(Ft.)
Flow Velocity = 7.54(Ft/s)
Travel time = 1.63 min.
Time of concentration = 14.86 min.
Critical depth = 1.594(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.762(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
21
The area added to the existing stream causes a
a lower flow rate of Q = 84.638(CFS)
therefore the upstream flow rate of Q = 90.782(CFS) is being used
Rainfall intensity = 1.762(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.656 CA = 48.037
Subarea runoff = 0.000(CFS) for 0.890(Ac.)
Total runoff = 90.782(CFS) Total area = 73.280(Ac.)
Depth of flow = 1.337(Ft.), Average velocity = 7.538(Ft/s)
Critical depth = 1.594(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 73.280(Ac.)
Runoff from this stream = 90.782(CFS)
Time of concentration = 14.86 min.
Rainfall intensity = 1.762(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 181.600(Ft.)
Lowest elevation = 181.000(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 2.33 %, in a development type of
Limited Industrial
In Accordance With Table 3-2
Initial Area Time of Concentration = 3.10 minutes
(for slope value of 2.00 %)
Calculated TC of 3.100 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
22
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.272(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 181.000(Ft.)
End of street segment elevation = 118.000(Ft.)
Length of street segment = 864.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 1.910(CFS)
Depth of flow = 0.222(Ft.), Average velocity = 4.027(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.348(Ft.)
Flow velocity = 4.03(Ft/s)
Travel time = 3.58 min. TC = 6.68 min.
Adding area flow to street
Rainfall intensity (I) = 2.952(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 2.952(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 1.224
Subarea runoff = 3.341(CFS) for 1.350(Ac.)
Total runoff = 3.613(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 3.613(CFS)
Half street flow at end of street = 3.613(CFS)
Depth of flow = 0.264(Ft.), Average velocity = 4.619(Ft/s)
Flow width (from curb towards crown)= 8.432(Ft.)
23
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 202.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.952(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Time of concentration = 6.68 min.
Rainfall intensity = 2.952(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.711 CA = 2.793
Subarea runoff = 4.631(CFS) for 2.490(Ac.)
Total runoff = 8.244(CFS) Total area = 3.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 204.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 118.000(Ft.)
Downstream point elevation = 104.000(Ft.)
Channel length thru subarea = 444.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 12.157(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 12.157(CFS)
Depth of flow = 0.551(Ft.), Average velocity = 4.739(Ft/s)
Channel flow top width = 6.307(Ft.)
Flow Velocity = 4.74(Ft/s)
Travel time = 1.56 min.
Time of concentration = 8.24 min.
Critical depth = 0.641(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.578(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.578(In/Hr) for a 2.0 year storm
24
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.453 CA = 6.212
Subarea runoff = 7.769(CFS) for 9.770(Ac.)
Total runoff = 16.013(CFS) Total area = 13.700(Ac.)
Depth of flow = 0.636(Ft.), Average velocity = 5.125(Ft/s)
Critical depth = 0.742(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 204.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 13.700(Ac.)
Runoff from this stream = 16.013(CFS)
Time of concentration = 8.24 min.
Rainfall intensity = 2.578(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 302.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 250.000(Ft.)
Highest elevation = 163.000(Ft.)
Lowest elevation = 139.000(Ft.)
Elevation difference = 24.000(Ft.) Slope = 9.600 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 9.60 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.35 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 9.600^(1/3)]= 6.35
The initial area total distance of 250.00 (Ft.) entered leaves a
remaining distance of 150.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 150.00 (Ft.) and a slope of 9.60 %
with an elevation difference of 14.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.912 Minutes
25
Tt=[(11.9*0.0284^3)/( 14.40)]^.385= 0.91
Total initial area Ti = 6.35 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 7.26 minutes
Rainfall intensity (I) = 2.795(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.998(CFS)
Total initial stream area = 1.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 304.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 139.000(Ft.)
Downstream point elevation = 85.000(Ft.)
Channel length thru subarea = 687.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
Estimated mean flow rate at midpoint of channel = 5.021(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 5.021(CFS)
Depth of flow = 0.198(Ft.), Average velocity = 4.241(Ft/s)
Channel flow top width = 6.977(Ft.)
Flow Velocity = 4.24(Ft/s)
Travel time = 2.70 min.
Time of concentration = 9.96 min.
Critical depth = 0.285(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.280(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[LOW DENSITY RESIDENTIAL ]
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.410
Rainfall intensity = 2.280(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.404 CA = 3.932
Subarea runoff = 7.967(CFS) for 8.720(Ac.)
Total runoff = 8.965(CFS) Total area = 9.740(Ac.)
Depth of flow = 0.274(Ft.), Average velocity = 5.126(Ft/s)
Critical depth = 0.402(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
26
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 9.740(Ac.)
Runoff from this stream = 8.965(CFS)
Time of concentration = 9.96 min.
Rainfall intensity = 2.280(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 90.782 14.86 1.762
2 16.013 8.24 2.578
3 8.965 9.96 2.280
Qmax(1) =
1.000 * 1.000 * 90.782) +
0.684 * 1.000 * 16.013) +
0.773 * 1.000 * 8.965) + = 108.656
Qmax(2) =
1.000 * 0.554 * 90.782) +
1.000 * 1.000 * 16.013) +
1.000 * 0.827 * 8.965) + = 73.753
Qmax(3) =
1.000 * 0.671 * 90.782) +
0.884 * 1.000 * 16.013) +
1.000 * 1.000 * 8.965) + = 84.007
Total of 3 main streams to confluence:
Flow rates before confluence point:
90.782 16.013 8.965
Maximum flow rates at confluence using above data:
108.656 73.753 84.007
Area of streams before confluence:
73.280 13.700 9.740
Results of confluence:
Total flow rate = 108.656(CFS)
Time of concentration = 14.858 min.
Effective stream area after confluence = 96.720(Ac.)
End of computations, total study area = 96.720 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
2-Year Analysis of Basin 400 for Hydromodification
Based on Pre-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 2.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.350
24 hour precipitation(inches) = 2.100
P6/P24 = 64.3%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 362.000(Ft.)
Lowest elevation = 361.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
2
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.189(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 361.000(Ft.)
End of street segment elevation = 329.000(Ft.)
Length of street segment = 815.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.742(CFS)
Depth of flow = 0.266(Ft.), Average velocity = 3.415(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.554(Ft.)
Flow velocity = 3.42(Ft/s)
Travel time = 3.98 min. TC = 12.38 min.
Adding area flow to street
Rainfall intensity (I) = 1.982(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(4.3 DU/A or Less )
Impervious value, Ai = 0.300
Sub-Area C Value = 0.520
Rainfall intensity = 1.982(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.521 CA = 2.633
Subarea runoff = 5.030(CFS) for 4.920(Ac.)
Total runoff = 5.218(CFS) Total area = 5.050(Ac.)
Street flow at end of street = 5.218(CFS)
Half street flow at end of street = 5.218(CFS)
3
Depth of flow = 0.318(Ft.), Average velocity = 3.959(Ft/s)
Flow width (from curb towards crown)= 11.166(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.000(Ft.)
Downstream point/station elevation = 310.000(Ft.)
Pipe length = 185.00(Ft.) Slope = 0.1027 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.218(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 5.218(CFS)
Normal flow depth in pipe = 7.25(In.)
Flow top width inside pipe = 7.12(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.68(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 12.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 1.959(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 12.60 min.
Rainfall intensity = 1.959(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.506 CA = 2.804
Subarea runoff = 0.276(CFS) for 0.490(Ac.)
Total runoff = 5.494(CFS) Total area = 5.540(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.540(Ac.)
Runoff from this stream = 5.494(CFS)
Time of concentration = 12.60 min.
4
Rainfall intensity = 1.959(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 405.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.300(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.160(CFS)
Total initial stream area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 8.40 min.
Rainfall intensity = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.393
Subarea runoff = 0.841(CFS) for 0.580(Ac.)
Total runoff = 1.001(CFS) Total area = 0.690(Ac.)
5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.300(Ft.)
Downstream point/station elevation = 322.300(Ft.)
Pipe length = 400.00(Ft.) Slope = 0.0175 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.001(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.001(CFS)
Normal flow depth in pipe = 4.27(In.)
Flow top width inside pipe = 8.99(In.)
Critical Depth = 5.51(In.)
Pipe flow velocity = 4.84(Ft/s)
Travel time through pipe = 1.38 min.
Time of concentration (TC) = 9.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff from this stream = 1.001(CFS)
Time of concentration = 9.78 min.
Rainfall intensity = 2.308(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 325.000(Ft.)
Lowest elevation = 324.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
6
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.305(CFS)
Total initial stream area = 0.210(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 409.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 324.000(Ft.)
End of street segment elevation = 320.200(Ft.)
Length of street segment = 395.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.575(CFS)
Depth of flow = 0.318(Ft.), Average velocity = 1.958(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.152(Ft.)
Flow velocity = 1.96(Ft/s)
Travel time = 3.36 min. TC = 11.76 min.
Adding area flow to street
Rainfall intensity (I) = 2.049(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.049(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.326
Subarea runoff = 4.459(CFS) for 3.870(Ac.)
Total runoff = 4.764(CFS) Total area = 4.080(Ac.)
Street flow at end of street = 4.764(CFS)
Half street flow at end of street = 4.764(CFS)
Depth of flow = 0.380(Ft.), Average velocity = 2.266(Ft/s)
7
Flow width (from curb towards crown)= 14.253(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.200(Ft.)
Downstream point/station elevation = 317.300(Ft.)
Pipe length = 290.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.764(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.764(CFS)
Normal flow depth in pipe = 9.59(In.)
Flow top width inside pipe = 14.41(In.)
Critical Depth = 10.62(In.)
Pipe flow velocity = 5.76(Ft/s)
Travel time through pipe = 0.84 min.
Time of concentration (TC) = 12.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.080(Ac.)
Runoff from this stream = 4.764(CFS)
Time of concentration = 12.60 min.
Rainfall intensity = 1.959(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.001 9.78 2.308
2 4.764 12.60 1.959
Qmax(1) =
1.000 * 1.000 * 1.001) +
1.000 * 0.776 * 4.764) + = 4.697
Qmax(2) =
0.849 * 1.000 * 1.001) +
1.000 * 1.000 * 4.764) + = 5.614
Total of 2 streams to confluence:
Flow rates before confluence point:
1.001 4.764
Maximum flow rates at confluence using above data:
4.697 5.614
Area of streams before confluence:
0.690 4.080
8
Results of confluence:
Total flow rate = 5.614(CFS)
Time of concentration = 12.601 min.
Effective stream area after confluence = 4.770(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 317.300(Ft.)
Downstream point/station elevation = 300.000(Ft.)
Pipe length = 225.00(Ft.) Slope = 0.0769 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.614(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.614(CFS)
Normal flow depth in pipe = 6.48(In.)
Flow top width inside pipe = 11.96(In.)
Critical Depth = 11.32(In.)
Pipe flow velocity = 12.98(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 12.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.770(Ac.)
Runoff from this stream = 5.614(CFS)
Time of concentration = 12.89 min.
Rainfall intensity = 1.931(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 5.494 12.60 1.959
2 5.614 12.89 1.931
Qmax(1) =
1.000 * 1.000 * 5.494) +
1.000 * 0.978 * 5.614) + = 10.983
Qmax(2) =
0.986 * 1.000 * 5.494) +
1.000 * 1.000 * 5.614) + = 11.029
Total of 2 main streams to confluence:
Flow rates before confluence point:
5.494 5.614
9
Maximum flow rates at confluence using above data:
10.983 11.029
Area of streams before confluence:
5.540 4.770
Results of confluence:
Total flow rate = 11.029(CFS)
Time of concentration = 12.890 min.
Effective stream area after confluence = 10.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 300.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 835.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 11.231(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 11.231(CFS)
Depth of flow = 0.671(Ft.), Average velocity = 9.083(Ft/s)
Channel flow top width = 3.185(Ft.)
Flow Velocity = 9.08(Ft/s)
Travel time = 1.53 min.
Time of concentration = 14.42 min.
Critical depth = 1.023(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.796(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 1.796(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.502 CA = 6.328
Subarea runoff = 0.337(CFS) for 2.300(Ac.)
Total runoff = 11.366(CFS) Total area = 12.610(Ac.)
Depth of flow = 0.675(Ft.), Average velocity = 9.111(Ft/s)
Critical depth = 1.031(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
10
Process from Point/Station 403.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.610(Ac.)
Runoff from this stream = 11.366(CFS)
Time of concentration = 14.42 min.
Rainfall intensity = 1.796(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 412.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.400(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.174(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 413.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 329.400(Ft.)
Downstream point elevation = 326.000(Ft.)
Channel length thru subarea = 250.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.816(CFS)
11
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.816(CFS)
Depth of flow = 0.248(Ft.), Average velocity = 3.310(Ft/s)
Channel flow top width = 1.491(Ft.)
Flow Velocity = 3.31(Ft/s)
Travel time = 1.26 min.
Time of concentration = 9.66 min.
Critical depth = 0.297(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.326(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.326(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.599
Subarea runoff = 1.218(CFS) for 0.930(Ac.)
Total runoff = 1.392(CFS) Total area = 1.050(Ac.)
Depth of flow = 0.321(Ft.), Average velocity = 3.807(Ft/s)
Critical depth = 0.391(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 326.000(Ft.)
Downstream point/station elevation = 320.500(Ft.)
Pipe length = 375.00(Ft.) Slope = 0.0147 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.392(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.392(CFS)
Normal flow depth in pipe = 5.52(In.)
Flow top width inside pipe = 8.77(In.)
Critical Depth = 6.52(In.)
Pipe flow velocity = 4.90(Ft/s)
Travel time through pipe = 1.28 min.
Time of concentration (TC) = 10.93 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.147(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
12
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 10.93 min.
Rainfall intensity = 2.147(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.816
Subarea runoff = 4.654(CFS) for 3.890(Ac.)
Total runoff = 6.046(CFS) Total area = 4.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.500(Ft.)
Downstream point/station elevation = 316.600(Ft.)
Pipe length = 430.00(Ft.) Slope = 0.0091 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.046(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.046(CFS)
Normal flow depth in pipe = 12.07(In.)
Flow top width inside pipe = 11.89(In.)
Critical Depth = 11.92(In.)
Pipe flow velocity = 5.71(Ft/s)
Travel time through pipe = 1.25 min.
Time of concentration (TC) = 12.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.002(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 12.19 min.
Rainfall intensity = 2.002(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 4.212
Subarea runoff = 2.387(CFS) for 2.450(Ac.)
Total runoff = 8.433(CFS) Total area = 7.390(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 316.600(Ft.)
Downstream point/station elevation = 306.000(Ft.)
Pipe length = 280.00(Ft.) Slope = 0.0379 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.433(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.433(CFS)
Normal flow depth in pipe = 8.99(In.)
Flow top width inside pipe = 14.70(In.)
Critical Depth = 13.61(In.)
Pipe flow velocity = 10.98(Ft/s)
Travel time through pipe = 0.43 min.
Time of concentration (TC) = 12.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 7.390(Ac.)
Runoff from this stream = 8.433(CFS)
Time of concentration = 12.61 min.
Rainfall intensity = 1.958(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 417.000 to Point/Station 418.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 308.000(Ft.)
Lowest elevation = 307.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
14
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.218(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 418.000 to Point/Station 419.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 307.000(Ft.)
End of street segment elevation = 303.000(Ft.)
Length of street segment = 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 1.033(CFS)
Depth of flow = 0.234(Ft.), Average velocity = 1.859(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.961(Ft.)
Flow velocity = 1.86(Ft/s)
Travel time = 2.51 min. TC = 10.91 min.
Adding area flow to street
Rainfall intensity (I) = 2.150(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.150(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.821
Subarea runoff = 1.547(CFS) for 1.290(Ac.)
Total runoff = 1.765(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 1.765(CFS)
Half street flow at end of street = 1.765(CFS)
Depth of flow = 0.271(Ft.), Average velocity = 2.090(Ft/s)
15
Flow width (from curb towards crown)= 8.793(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 303.000(Ft.)
Downstream point/station elevation = 301.000(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.765(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.765(CFS)
Normal flow depth in pipe = 5.96(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 6.78(In.)
Pipe flow velocity = 4.52(Ft/s)
Travel time through pipe = 0.74 min.
Time of concentration (TC) = 11.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 1.765(CFS)
Time of concentration = 11.65 min.
Rainfall intensity = 2.062(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 8.433 12.61 1.958
2 1.765 11.65 2.062
Qmax(1) =
1.000 * 1.000 * 8.433) +
0.950 * 1.000 * 1.765) + = 10.109
Qmax(2) =
1.000 * 0.923 * 8.433) +
1.000 * 1.000 * 1.765) + = 9.552
Total of 2 streams to confluence:
Flow rates before confluence point:
8.433 1.765
Maximum flow rates at confluence using above data:
10.109 9.552
Area of streams before confluence:
7.390 1.440
16
Results of confluence:
Total flow rate = 10.109(CFS)
Time of concentration = 12.614 min.
Effective stream area after confluence = 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 301.000(Ft.)
Downstream point/station elevation = 289.000(Ft.)
Pipe length = 45.00(Ft.) Slope = 0.2667 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.109(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 10.109(CFS)
Normal flow depth in pipe = 6.35(In.)
Flow top width inside pipe = 11.98(In.)
Critical depth could not be calculated.
Pipe flow velocity = 23.97(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 1.955(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 12.65 min.
Rainfall intensity = 1.955(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.558 CA = 5.205
Subarea runoff = 0.066(CFS) for 0.490(Ac.)
Total runoff = 10.175(CFS) Total area = 9.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 421.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 289.000(Ft.)
Downstream point/station elevation = 262.000(Ft.)
Pipe length = 65.00(Ft.) Slope = 0.4154 Manning's N = 0.013
17
No. of pipes = 1 Required pipe flow = 10.175(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 10.175(CFS)
Normal flow depth in pipe = 7.03(In.)
Flow top width inside pipe = 7.44(In.)
Critical depth could not be calculated.
Pipe flow velocity = 27.47(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 12.68 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 262.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 70.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 10.175(CFS)
Depth of flow = 0.687(Ft.), Average velocity = 7.902(Ft/s)
Channel flow top width = 3.248(Ft.)
Flow Velocity = 7.90(Ft/s)
Travel time = 0.15 min.
Time of concentration = 12.83 min.
Critical depth = 0.984(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 9.320(Ac.)
Runoff from this stream = 10.175(CFS)
Time of concentration = 12.83 min.
Rainfall intensity = 1.937(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 11.366 14.42 1.796
2 10.175 12.83 1.937
Qmax(1) =
1.000 * 1.000 * 11.366) +
18
0.927 * 1.000 * 10.175) + = 20.802
Qmax(2) =
1.000 * 0.890 * 11.366) +
1.000 * 1.000 * 10.175) + = 20.288
Total of 2 main streams to confluence:
Flow rates before confluence point:
11.366 10.175
Maximum flow rates at confluence using above data:
20.802 20.288
Area of streams before confluence:
12.610 9.320
Results of confluence:
Total flow rate = 20.802(CFS)
Time of concentration = 14.422 min.
Effective stream area after confluence = 21.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 422.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 259.500(Ft.)
Downstream point elevation = 212.000(Ft.)
Channel length thru subarea = 905.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 20.802(CFS)
Depth of flow = 0.859(Ft.), Average velocity = 10.921(Ft/s)
Channel flow top width = 3.936(Ft.)
Flow Velocity = 10.92(Ft/s)
Travel time = 1.38 min.
Time of concentration = 15.80 min.
Critical depth = 1.344(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 422.000 to Point/Station 423.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 212.000(Ft.)
Downstream point elevation = 112.000(Ft.)
Channel length thru subarea = 240.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 21.729(CFS)
19
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 21.729(CFS)
Depth of flow = 0.560(Ft.), Average velocity = 23.977(Ft/s)
Channel flow top width = 2.739(Ft.)
Flow Velocity = 23.98(Ft/s)
Travel time = 0.17 min.
Time of concentration = 15.97 min.
Critical depth = 1.375(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.682(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 1.682(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.491 CA = 13.440
Subarea runoff = 1.801(CFS) for 5.450(Ac.)
Total runoff = 22.603(CFS) Total area = 27.380(Ac.)
Depth of flow = 0.569(Ft.), Average velocity = 24.217(Ft/s)
Critical depth = 1.391(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 448.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.500(Ft.)
Downstream point elevation = 91.000(Ft.)
Channel length thru subarea = 559.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 22.603(CFS)
Depth of flow = 0.608(Ft.), Average velocity = 5.005(Ft/s)
Channel flow top width = 9.862(Ft.)
Flow Velocity = 5.01(Ft/s)
Travel time = 1.86 min.
Time of concentration = 17.83 min.
Critical depth = 0.703(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 448.000
**** CONFLUENCE OF MINOR STREAMS ****
20
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 27.380(Ac.)
Runoff from this stream = 22.603(CFS)
Time of concentration = 17.83 min.
Rainfall intensity = 1.566(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 425.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 260.000(Ft.)
Lowest elevation = 230.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 50.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 50.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.66 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 50.000^(1/3)]= 3.66
Calculated TC of 3.664 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.062(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 425.000 to Point/Station 426.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 230.000(Ft.)
Downstream point elevation = 216.000(Ft.)
Channel length thru subarea = 300.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
21
Flow(q) thru subarea = 0.062(CFS)
Depth of flow = 0.049(Ft.), Average velocity = 2.116(Ft/s)
Channel flow top width = 0.697(Ft.)
Flow Velocity = 2.12(Ft/s)
Travel time = 2.36 min.
Time of concentration = 6.03 min.
Critical depth = 0.071(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 426.000 to Point/Station 427.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 216.000(Ft.)
Downstream point elevation = 138.000(Ft.)
Channel length thru subarea = 190.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.219(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 1.219(CFS)
Depth of flow = 0.140(Ft.), Average velocity = 11.163(Ft/s)
Channel flow top width = 1.060(Ft.)
Flow Velocity = 11.16(Ft/s)
Travel time = 0.28 min.
Time of concentration = 6.31 min.
Critical depth = 0.363(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.061(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.061(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.745
Subarea runoff = 2.220(CFS) for 2.080(Ac.)
Total runoff = 2.282(CFS) Total area = 2.130(Ac.)
Depth of flow = 0.194(Ft.), Average velocity = 13.279(Ft/s)
Critical depth = 0.496(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 448.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
22
Upstream point elevation = 138.000(Ft.)
Downstream point elevation = 91.000(Ft.)
Channel length thru subarea = 1152.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.282(CFS)
Depth of flow = 0.154(Ft.), Average velocity = 2.710(Ft/s)
Channel flow top width = 5.925(Ft.)
Flow Velocity = 2.71(Ft/s)
Travel time = 7.09 min.
Time of concentration = 13.40 min.
Critical depth = 0.180(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 448.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.130(Ac.)
Runoff from this stream = 2.282(CFS)
Time of concentration = 13.40 min.
Rainfall intensity = 1.884(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 22.603 17.83 1.566
2 2.282 13.40 1.884
Qmax(1) =
1.000 * 1.000 * 22.603) +
0.832 * 1.000 * 2.282) + = 24.501
Qmax(2) =
1.000 * 0.751 * 22.603) +
1.000 * 1.000 * 2.282) + = 19.264
Total of 2 streams to confluence:
Flow rates before confluence point:
22.603 2.282
Maximum flow rates at confluence using above data:
24.501 19.264
Area of streams before confluence:
27.380 2.130
Results of confluence:
Total flow rate = 24.501(CFS)
Time of concentration = 17.832 min.
Effective stream area after confluence = 29.510(Ac.)
23
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 448.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 91.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 249.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
Estimated mean flow rate at midpoint of channel = 28.763(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 28.763(CFS)
Depth of flow = 0.677(Ft.), Average velocity = 5.069(Ft/s)
Channel flow top width = 11.768(Ft.)
Flow Velocity = 5.07(Ft/s)
Travel time = 0.82 min.
Time of concentration = 18.65 min.
Critical depth = 0.773(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.522(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[LOW DENSITY RESIDENTIAL ]
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.410
Rainfall intensity = 1.522(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.454 CA = 21.668
Subarea runoff = 8.470(CFS) for 18.250(Ac.)
Total runoff = 32.971(CFS) Total area = 47.760(Ac.)
Depth of flow = 0.726(Ft.), Average velocity = 5.266(Ft/s)
Critical depth = 0.836(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 448.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 47.760(Ac.)
Runoff from this stream = 32.971(CFS)
Time of concentration = 18.65 min.
Rainfall intensity = 1.522(In/Hr)
Program is now starting with Main Stream No. 2
24
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 433.000 to Point/Station 434.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 166.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 47.619 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 47.62 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.72 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 47.619^(1/3)]= 3.72
Calculated TC of 3.725 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.025(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 434.000 to Point/Station 435.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 166.000(Ft.)
Downstream point elevation = 151.800(Ft.)
Channel length thru subarea = 269.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.025(CFS)
Depth of flow = 0.028(Ft.), Average velocity = 1.611(Ft/s)
Channel flow top width = 0.611(Ft.)
Flow Velocity = 1.61(Ft/s)
Travel time = 2.78 min.
Time of concentration = 6.51 min.
25
Critical depth = 0.040(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 436.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 151.800(Ft.)
Downstream point elevation = 107.000(Ft.)
Channel length thru subarea = 110.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.658(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.658(CFS)
Depth of flow = 0.101(Ft.), Average velocity = 9.312(Ft/s)
Channel flow top width = 0.903(Ft.)
Flow Velocity = 9.31(Ft/s)
Travel time = 0.20 min.
Time of concentration = 6.70 min.
Critical depth = 0.268(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.944(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.944(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.416
Subarea runoff = 1.201(CFS) for 1.170(Ac.)
Total runoff = 1.226(CFS) Total area = 1.190(Ac.)
Depth of flow = 0.141(Ft.), Average velocity = 11.150(Ft/s)
Critical depth = 0.367(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 497.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
26
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.226(CFS)
Depth of flow = 0.103(Ft.), Average velocity = 2.155(Ft/s)
Channel flow top width = 6.032(Ft.)
Flow Velocity = 2.15(Ft/s)
Travel time = 3.84 min.
Time of concentration = 10.55 min.
Critical depth = 0.118(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.190(Ac.)
Runoff from this stream = 1.226(CFS)
Time of concentration = 10.55 min.
Rainfall intensity = 2.198(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 437.000 to Point/Station 438.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 98.000(Ft.)
Highest elevation = 213.000(Ft.)
Lowest elevation = 206.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 7.143 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.14 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.01 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)]= 7.01
Rainfall intensity (I) = 2.860(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.020(CFS)
Total initial stream area = 0.020(Ac.)
27
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 438.000 to Point/Station 439.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 206.000(Ft.)
Downstream point elevation = 130.000(Ft.)
Channel length thru subarea = 417.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.020(CFS)
Depth of flow = 0.017(Ft.), Average velocity = 2.212(Ft/s)
Channel flow top width = 0.568(Ft.)
Flow Velocity = 2.21(Ft/s)
Travel time = 3.14 min.
Time of concentration = 10.15 min.
Critical depth = 0.035(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 439.000 to Point/Station 440.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 130.000(Ft.)
Downstream point elevation = 110.000(Ft.)
Channel length thru subarea = 50.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.020(CFS)
Depth of flow = 0.013(Ft.), Average velocity = 2.831(Ft/s)
Channel flow top width = 0.554(Ft.)
Flow Velocity = 2.83(Ft/s)
Travel time = 0.29 min.
Time of concentration = 10.45 min.
Critical depth = 0.035(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 441.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.000(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 62.000(Ft.)
Channel base width = 0.500(Ft.)
28
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.350(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.350(CFS)
Depth of flow = 0.142(Ft.), Average velocity = 3.151(Ft/s)
Channel flow top width = 1.067(Ft.)
Flow Velocity = 3.15(Ft/s)
Travel time = 0.33 min.
Time of concentration = 10.77 min.
Critical depth = 0.191(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.168(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.168(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.290
Subarea runoff = 0.610(CFS) for 0.810(Ac.)
Total runoff = 0.630(CFS) Total area = 0.830(Ac.)
Depth of flow = 0.192(Ft.), Average velocity = 3.707(Ft/s)
Critical depth = 0.262(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.300(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 487.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.630(CFS)
Depth of flow = 0.069(Ft.), Average velocity = 1.764(Ft/s)
Channel flow top width = 5.411(Ft.)
Flow Velocity = 1.76(Ft/s)
Travel time = 4.60 min.
Time of concentration = 15.38 min.
Critical depth = 0.078(Ft.)
29
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.830(Ac.)
Runoff from this stream = 0.630(CFS)
Time of concentration = 15.38 min.
Rainfall intensity = 1.723(In/Hr)
Program is now starting with Main Stream No. 4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 442.000 to Point/Station 443.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 329.000(Ft.)
Lowest elevation = 323.000(Ft.)
Elevation difference = 6.000(Ft.) Slope = 5.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 5.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.89 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 5.000^(1/3)]= 7.89
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.25 minutes
for a distance of 20.00 (Ft.) and a slope of 5.00 %
with an elevation difference of 1.00(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.248 Minutes
Tt=[(11.9*0.0038^3)/( 1.00)]^.385= 0.25
Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus
0.25 minutes from the Figure 3-4 formula = 8.14 minutes
Rainfall intensity (I) = 2.597(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.109(CFS)
Total initial stream area = 0.120(Ac.)
30
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 443.000 to Point/Station 444.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 323.000(Ft.)
Downstream point elevation = 109.000(Ft.)
Channel length thru subarea = 805.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 2.774(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.774(CFS)
Depth of flow = 0.049(Ft.), Average velocity = 5.636(Ft/s)
Channel flow top width = 10.195(Ft.)
Flow Velocity = 5.64(Ft/s)
Travel time = 2.38 min.
Time of concentration = 10.52 min.
Critical depth = 0.133(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.201(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.201(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.439
Subarea runoff = 5.260(CFS) for 6.850(Ac.)
Total runoff = 5.369(CFS) Total area = 6.970(Ac.)
Depth of flow = 0.072(Ft.), Average velocity = 7.309(Ft/s)
Critical depth = 0.205(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 108.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 727.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
31
Flow(q) thru subarea = 5.369(CFS)
Depth of flow = 0.351(Ft.), Average velocity = 3.780(Ft/s)
Channel flow top width = 5.103(Ft.)
Flow Velocity = 3.78(Ft/s)
Travel time = 3.21 min.
Time of concentration = 13.73 min.
Critical depth = 0.402(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 6.970(Ac.)
Runoff from this stream = 5.369(CFS)
Time of concentration = 13.73 min.
Rainfall intensity = 1.854(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 32.971 18.65 1.522
2 1.226 10.55 2.198
3 0.630 15.38 1.723
4 5.369 13.73 1.854
Qmax(1) =
1.000 * 1.000 * 32.971) +
0.692 * 1.000 * 1.226) +
0.883 * 1.000 * 0.630) +
0.821 * 1.000 * 5.369) + = 38.782
Qmax(2) =
1.000 * 0.566 * 32.971) +
1.000 * 1.000 * 1.226) +
1.000 * 0.686 * 0.630) +
1.000 * 0.768 * 5.369) + = 24.432
Qmax(3) =
1.000 * 0.824 * 32.971) +
0.784 * 1.000 * 1.226) +
1.000 * 1.000 * 0.630) +
0.930 * 1.000 * 5.369) + = 33.764
Qmax(4) =
1.000 * 0.736 * 32.971) +
0.844 * 1.000 * 1.226) +
1.000 * 0.893 * 0.630) +
1.000 * 1.000 * 5.369) + = 31.237
Total of 4 main streams to confluence:
Flow rates before confluence point:
32
32.971 1.226 0.630 5.369
Maximum flow rates at confluence using above data:
38.782 24.432 33.764 31.237
Area of streams before confluence:
47.760 1.190 0.830 6.970
Results of confluence:
Total flow rate = 38.782(CFS)
Time of concentration = 18.650 min.
Effective stream area after confluence = 56.750(Ac.)
End of computations, total study area = 56.750 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
10-Year Analysis of Basins 100, 200, and 300 for Hydromodification
Based on Pre-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.900
24 hour precipitation(inches) = 3.300
P6/P24 = 57.6%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 385.700(Ft.)
Lowest elevation = 384.800(Ft.)
Elevation difference = 0.900(Ft.) Slope = 0.900 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 0.90 %, in a development type of
Limited Industrial
2
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.61 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 0.900^(1/3)]= 3.61
Calculated TC of 3.610 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.979(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.100
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 384.800(Ft.)
Downstream point elevation = 368.000(Ft.)
Channel length thru subarea = 107.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.979(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.979(CFS)
Depth of flow = 0.045(Ft.), Average velocity = 2.073(Ft/s)
Channel flow top width = 10.903(Ft.)
Flow Velocity = 2.07(Ft/s)
Travel time = 0.86 min.
Time of concentration = 4.47 min.
Critical depth = 0.065(Ft.)
Adding area flow to channel
Calculated TC of 4.470 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 0.196
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 0.979(CFS) Total area = 0.230(Ac.)
Depth of flow = 0.045(Ft.), Average velocity = 2.073(Ft/s)
Critical depth = 0.065(Ft.)
3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.100 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 368.000(Ft.)
End of street segment elevation = 340.000(Ft.)
Length of street segment = 910.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 13.679(CFS)
Depth of flow = 0.438(Ft.), Average velocity = 4.542(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.148(Ft.)
Flow velocity = 4.54(Ft/s)
Travel time = 3.34 min. TC = 7.81 min.
Adding area flow to street
Rainfall intensity (I) = 3.755(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 3.755(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 7.010
Subarea runoff = 25.341(CFS) for 8.310(Ac.)
Total runoff = 26.319(CFS) Total area = 8.540(Ac.)
Street flow at end of street = 26.319(CFS)
Half street flow at end of street = 26.319(CFS)
Depth of flow = 0.540(Ft.), Average velocity = 5.193(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 2.01(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
4
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 340.000(Ft.)
Downstream point/station elevation = 320.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0580 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.319(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 26.319(CFS)
Normal flow depth in pipe = 12.82(In.)
Flow top width inside pipe = 20.48(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.11(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 8.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 3.654(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 8.15 min.
Rainfall intensity = 3.654(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 10.331
Subarea runoff = 11.429(CFS) for 4.050(Ac.)
Total runoff = 37.749(CFS) Total area = 12.590(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 320.000(Ft.)
Downstream point elevation = 298.000(Ft.)
Channel length thru subarea = 265.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 39.210(CFS)
Manning's 'N' = 0.060
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 39.210(CFS)
5
Depth of flow = 0.670(Ft.), Average velocity = 4.876(Ft/s)
Channel flow top width = 14.018(Ft.)
Flow Velocity = 4.88(Ft/s)
Travel time = 0.91 min.
Time of concentration = 9.05 min.
Critical depth = 0.727(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.414(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.414(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.698 CA = 11.888
Subarea runoff = 2.835(CFS) for 4.450(Ac.)
Total runoff = 40.584(CFS) Total area = 17.040(Ac.)
Depth of flow = 0.683(Ft.), Average velocity = 4.932(Ft/s)
Critical depth = 0.742(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 298.000(Ft.)
Downstream point/station elevation = 296.000(Ft.)
Pipe length = 95.00(Ft.) Slope = 0.0211 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 40.584(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 40.584(CFS)
Normal flow depth in pipe = 20.09(In.)
Flow top width inside pipe = 23.57(In.)
Critical Depth = 25.20(In.)
Pipe flow velocity = 12.80(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 9.18 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 17.040(Ac.)
Runoff from this stream = 40.584(CFS)
Time of concentration = 9.18 min.
6
Rainfall intensity = 3.384(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Initial subarea total flow distance = 130.000(Ft.)
Highest elevation = 334.000(Ft.)
Lowest elevation = 332.700(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
10.9 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.90 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.727(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.600
Subarea runoff = 0.984(CFS)
Total initial stream area = 0.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 332.700(Ft.)
End of street segment elevation = 296.000(Ft.)
Length of street segment = 710.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
7
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 3.886(CFS)
Depth of flow = 0.282(Ft.), Average velocity = 4.110(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.350(Ft.)
Flow velocity = 4.11(Ft/s)
Travel time = 2.88 min. TC = 10.78 min.
Adding area flow to street
Rainfall intensity (I) = 3.050(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Rainfall intensity = 3.050(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.600 CA = 2.208
Subarea runoff = 5.751(CFS) for 3.240(Ac.)
Total runoff = 6.735(CFS) Total area = 3.680(Ac.)
Street flow at end of street = 6.735(CFS)
Half street flow at end of street = 6.735(CFS)
Depth of flow = 0.329(Ft.), Average velocity = 4.670(Ft/s)
Flow width (from curb towards crown)= 11.709(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.680(Ac.)
Runoff from this stream = 6.735(CFS)
Time of concentration = 10.78 min.
Rainfall intensity = 3.050(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 40.584 9.18 3.384
2 6.735 10.78 3.050
Qmax(1) =
1.000 * 1.000 * 40.584) +
1.000 * 0.851 * 6.735) + = 46.317
Qmax(2) =
0.901 * 1.000 * 40.584) +
1.000 * 1.000 * 6.735) + = 43.314
8
Total of 2 main streams to confluence:
Flow rates before confluence point:
40.584 6.735
Maximum flow rates at confluence using above data:
46.317 43.314
Area of streams before confluence:
17.040 3.680
Results of confluence:
Total flow rate = 46.317(CFS)
Time of concentration = 9.175 min.
Effective stream area after confluence = 20.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 296.000(Ft.)
Downstream point/station elevation = 288.000(Ft.)
Pipe length = 240.00(Ft.) Slope = 0.0333 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 46.317(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 46.317(CFS)
Normal flow depth in pipe = 18.59(In.)
Flow top width inside pipe = 25.01(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.86(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 9.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 20.720(Ac.)
Runoff from this stream = 46.317(CFS)
Time of concentration = 9.43 min.
Rainfall intensity = 3.325(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
9
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 328.700(Ft.)
Lowest elevation = 328.000(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.347(CFS)
Total initial stream area = 0.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 328.000(Ft.)
End of street segment elevation = 288.000(Ft.)
Length of street segment = 1110.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 4.110(CFS)
Depth of flow = 0.301(Ft.), Average velocity = 3.624(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.310(Ft.)
Flow velocity = 3.62(Ft/s)
Travel time = 5.11 min. TC = 13.51 min.
Adding area flow to street
Rainfall intensity (I) = 2.637(In/Hr) for a 10.0 year storm
10
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.637(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.964
Subarea runoff = 7.470(CFS) for 5.030(Ac.)
Total runoff = 7.817(CFS) Total area = 5.200(Ac.)
Street flow at end of street = 7.817(CFS)
Half street flow at end of street = 7.817(CFS)
Depth of flow = 0.362(Ft.), Average velocity = 4.215(Ft/s)
Flow width (from curb towards crown)= 13.353(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.200(Ac.)
Runoff from this stream = 7.817(CFS)
Time of concentration = 13.51 min.
Rainfall intensity = 2.637(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 46.317 9.43 3.325
2 7.817 13.51 2.637
Qmax(1) =
1.000 * 1.000 * 46.317) +
1.000 * 0.698 * 7.817) + = 51.773
Qmax(2) =
0.793 * 1.000 * 46.317) +
1.000 * 1.000 * 7.817) + = 44.548
Total of 2 main streams to confluence:
Flow rates before confluence point:
46.317 7.817
Maximum flow rates at confluence using above data:
51.773 44.548
Area of streams before confluence:
20.720 5.200
11
Results of confluence:
Total flow rate = 51.773(CFS)
Time of concentration = 9.427 min.
Effective stream area after confluence = 25.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 288.000(Ft.)
Downstream point/station elevation = 218.000(Ft.)
Pipe length = 305.00(Ft.) Slope = 0.2295 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 51.773(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 51.773(CFS)
Normal flow depth in pipe = 12.73(In.)
Flow top width inside pipe = 20.52(In.)
Critical depth could not be calculated.
Pipe flow velocity = 33.96(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 9.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 218.000(Ft.)
Downstream point elevation = 198.000(Ft.)
Channel length thru subarea = 635.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 52.727(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 52.727(CFS)
Depth of flow = 1.351(Ft.), Average velocity = 5.069(Ft/s)
Channel flow top width = 10.403(Ft.)
Flow Velocity = 5.07(Ft/s)
Travel time = 2.09 min.
Time of concentration = 11.66 min.
Critical depth = 1.266(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.899(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
12
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 2.899(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.662 CA = 18.494
Subarea runoff = 1.835(CFS) for 2.020(Ac.)
Total runoff = 53.608(CFS) Total area = 27.940(Ac.)
Depth of flow = 1.363(Ft.), Average velocity = 5.093(Ft/s)
Critical depth = 1.281(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.940(Ac.)
Runoff from this stream = 53.608(CFS)
Time of concentration = 11.66 min.
Rainfall intensity = 2.899(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 115.000(Ft.)
Highest elevation = 337.000(Ft.)
Lowest elevation = 330.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 6.087 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.09 %, in a development type of
Permanent Open Space
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.70 minutes
(for slope value of 5.00 %)
Rainfall intensity (I) = 3.502(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.184(CFS)
Total initial stream area = 0.150(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.000 to Point/Station 115.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 330.000(Ft.)
Downstream point elevation = 240.000(Ft.)
Channel length thru subarea = 420.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.971(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.971(CFS)
Depth of flow = 0.051(Ft.), Average velocity = 1.825(Ft/s)
Channel flow top width = 11.013(Ft.)
Flow Velocity = 1.82(Ft/s)
Travel time = 3.84 min.
Time of concentration = 12.54 min.
Critical depth = 0.065(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.767(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.767(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.612
Subarea runoff = 1.511(CFS) for 1.600(Ac.)
Total runoff = 1.695(CFS) Total area = 1.750(Ac.)
Depth of flow = 0.070(Ft.), Average velocity = 2.248(Ft/s)
Critical depth = 0.094(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 240.000(Ft.)
End of street segment elevation = 203.000(Ft.)
Length of street segment = 900.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
14
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 12.382(CFS)
Depth of flow = 0.407(Ft.), Average velocity = 4.949(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.591(Ft.)
Flow velocity = 4.95(Ft/s)
Travel time = 3.03 min. TC = 15.57 min.
Adding area flow to street
Rainfall intensity (I) = 2.406(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 2.406(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.666 CA = 9.622
Subarea runoff = 21.459(CFS) for 12.690(Ac.)
Total runoff = 23.154(CFS) Total area = 14.440(Ac.)
Street flow at end of street = 23.154(CFS)
Half street flow at end of street = 23.154(CFS)
Depth of flow = 0.492(Ft.), Average velocity = 5.760(Ft/s)
Flow width (from curb towards crown)= 19.871(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 203.000(Ft.)
Downstream point/station elevation = 198.000(Ft.)
Pipe length = 100.00(Ft.) Slope = 0.0500 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.154(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 23.154(CFS)
Normal flow depth in pipe = 14.53(In.)
Flow top width inside pipe = 14.20(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.15(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 15.68 min.
15
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.440(Ac.)
Runoff from this stream = 23.154(CFS)
Time of concentration = 15.68 min.
Rainfall intensity = 2.395(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 53.608 11.66 2.899
2 23.154 15.68 2.395
Qmax(1) =
1.000 * 1.000 * 53.608) +
1.000 * 0.744 * 23.154) + = 70.836
Qmax(2) =
0.826 * 1.000 * 53.608) +
1.000 * 1.000 * 23.154) + = 67.455
Total of 2 main streams to confluence:
Flow rates before confluence point:
53.608 23.154
Maximum flow rates at confluence using above data:
70.836 67.455
Area of streams before confluence:
27.940 14.440
Results of confluence:
Total flow rate = 70.836(CFS)
Time of concentration = 11.665 min.
Effective stream area after confluence = 42.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 198.000(Ft.)
Downstream point/station elevation = 189.000(Ft.)
Pipe length = 360.00(Ft.) Slope = 0.0250 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 70.836(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 70.836(CFS)
16
Normal flow depth in pipe = 23.30(In.)
Flow top width inside pipe = 30.07(In.)
Critical Depth = 31.17(In.)
Pipe flow velocity = 15.79(Ft/s)
Travel time through pipe = 0.38 min.
Time of concentration (TC) = 12.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.839(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 12.04 min.
Rainfall intensity = 2.839(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.673 CA = 36.324
Subarea runoff = 32.299(CFS) for 11.560(Ac.)
Total runoff = 103.135(CFS) Total area = 53.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 53.940(Ac.)
Runoff from this stream = 103.135(CFS)
Time of concentration = 12.04 min.
Rainfall intensity = 2.839(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
17
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 80.000(Ft.)
Highest elevation = 274.600(Ft.)
Lowest elevation = 273.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.388(CFS)
Total initial stream area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 119.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 273.800(Ft.)
End of street segment elevation = 181.000(Ft.)
Length of street segment = 1290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 12.701(CFS)
Depth of flow = 0.377(Ft.), Average velocity = 6.158(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.111(Ft.)
Flow velocity = 6.16(Ft/s)
Travel time = 3.49 min. TC = 11.89 min.
Adding area flow to street
Rainfall intensity (I) = 2.863(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
18
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.863(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 8.715
Subarea runoff = 24.563(CFS) for 15.100(Ac.)
Total runoff = 24.951(CFS) Total area = 15.290(Ac.)
Street flow at end of street = 24.951(CFS)
Half street flow at end of street = 24.951(CFS)
Depth of flow = 0.462(Ft.), Average velocity = 7.248(Ft/s)
Flow width (from curb towards crown)= 18.360(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 181.000(Ft.)
Downstream point/station elevation = 177.900(Ft.)
Pipe length = 310.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 24.951(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 24.951(CFS)
Normal flow depth in pipe = 18.38(In.)
Flow top width inside pipe = 25.18(In.)
Critical Depth = 20.95(In.)
Pipe flow velocity = 8.67(Ft/s)
Travel time through pipe = 0.60 min.
Time of concentration (TC) = 12.49 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 15.290(Ac.)
Runoff from this stream = 24.951(CFS)
Time of concentration = 12.49 min.
Rainfall intensity = 2.774(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 103.135 12.04 2.839
2 24.951 12.49 2.774
Qmax(1) =
1.000 * 1.000 * 103.135) +
19
1.000 * 0.965 * 24.951) + = 127.202
Qmax(2) =
0.977 * 1.000 * 103.135) +
1.000 * 1.000 * 24.951) + = 125.713
Total of 2 main streams to confluence:
Flow rates before confluence point:
103.135 24.951
Maximum flow rates at confluence using above data:
127.202 125.713
Area of streams before confluence:
53.940 15.290
Results of confluence:
Total flow rate = 127.202(CFS)
Time of concentration = 12.045 min.
Effective stream area after confluence = 69.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 177.900(Ft.)
Downstream point/station elevation = 148.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0867 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 127.202(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 127.202(CFS)
Normal flow depth in pipe = 22.69(In.)
Flow top width inside pipe = 30.59(In.)
Critical depth could not be calculated.
Pipe flow velocity = 29.23(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 12.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.810(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Time of concentration = 12.24 min.
20
Rainfall intensity = 2.810(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.659 CA = 47.726
Subarea runoff = 6.897(CFS) for 3.160(Ac.)
Total runoff = 134.098(CFS) Total area = 72.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 122.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 148.000(Ft.)
Downstream point/station elevation = 125.000(Ft.)
Pipe length = 77.00(Ft.) Slope = 0.2987 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 134.098(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 134.098(CFS)
Normal flow depth in pipe = 18.14(In.)
Flow top width inside pipe = 25.35(In.)
Critical depth could not be calculated.
Pipe flow velocity = 47.21(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 125.000(Ft.)
Downstream point elevation = 98.000(Ft.)
Channel length thru subarea = 739.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 134.124(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 134.124(CFS)
Depth of flow = 1.622(Ft.), Average velocity = 8.378(Ft/s)
Channel flow top width = 14.734(Ft.)
Flow Velocity = 8.38(Ft/s)
Travel time = 1.47 min.
Time of concentration = 13.74 min.
Critical depth = 1.938(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.608(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
21
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
The area added to the existing stream causes a
a lower flow rate of Q = 125.293(CFS)
therefore the upstream flow rate of Q = 134.098(CFS) is being used
Rainfall intensity = 2.608(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.656 CA = 48.037
Subarea runoff = 0.000(CFS) for 0.890(Ac.)
Total runoff = 134.098(CFS) Total area = 73.280(Ac.)
Depth of flow = 1.622(Ft.), Average velocity = 8.378(Ft/s)
Critical depth = 1.938(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 73.280(Ac.)
Runoff from this stream = 134.098(CFS)
Time of concentration = 13.74 min.
Rainfall intensity = 2.608(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 181.600(Ft.)
Lowest elevation = 181.000(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 2.33 %, in a development type of
Limited Industrial
In Accordance With Table 3-2
Initial Area Time of Concentration = 3.10 minutes
(for slope value of 2.00 %)
22
Calculated TC of 3.100 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.383(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 181.000(Ft.)
End of street segment elevation = 118.000(Ft.)
Length of street segment = 864.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.752(CFS)
Depth of flow = 0.245(Ft.), Average velocity = 4.350(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.492(Ft.)
Flow velocity = 4.35(Ft/s)
Travel time = 3.31 min. TC = 6.41 min.
Adding area flow to street
Rainfall intensity (I) = 4.265(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 4.265(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 1.224
Subarea runoff = 4.837(CFS) for 1.350(Ac.)
Total runoff = 5.220(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 5.220(CFS)
Half street flow at end of street = 5.220(CFS)
Depth of flow = 0.292(Ft.), Average velocity = 5.021(Ft/s)
23
Flow width (from curb towards crown)= 9.840(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 202.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.265(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Time of concentration = 6.41 min.
Rainfall intensity = 4.265(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.711 CA = 2.793
Subarea runoff = 6.690(CFS) for 2.490(Ac.)
Total runoff = 11.910(CFS) Total area = 3.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 204.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 118.000(Ft.)
Downstream point elevation = 104.000(Ft.)
Channel length thru subarea = 444.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 17.653(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 17.653(CFS)
Depth of flow = 0.669(Ft.), Average velocity = 5.267(Ft/s)
Channel flow top width = 7.016(Ft.)
Flow Velocity = 5.27(Ft/s)
Travel time = 1.40 min.
Time of concentration = 7.82 min.
Critical depth = 0.789(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.753(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
24
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.753(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.453 CA = 6.212
Subarea runoff = 11.404(CFS) for 9.770(Ac.)
Total runoff = 23.314(CFS) Total area = 13.700(Ac.)
Depth of flow = 0.771(Ft.), Average velocity = 5.689(Ft/s)
Critical depth = 0.914(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 204.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 13.700(Ac.)
Runoff from this stream = 23.314(CFS)
Time of concentration = 7.82 min.
Rainfall intensity = 3.753(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 302.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 250.000(Ft.)
Highest elevation = 163.000(Ft.)
Lowest elevation = 139.000(Ft.)
Elevation difference = 24.000(Ft.) Slope = 9.600 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 9.60 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.35 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 9.600^(1/3)]= 6.35
The initial area total distance of 250.00 (Ft.) entered leaves a
remaining distance of 150.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 150.00 (Ft.) and a slope of 9.60 %
25
with an elevation difference of 14.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.912 Minutes
Tt=[(11.9*0.0284^3)/( 14.40)]^.385= 0.91
Total initial area Ti = 6.35 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 7.26 minutes
Rainfall intensity (I) = 3.934(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 1.405(CFS)
Total initial stream area = 1.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 304.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 139.000(Ft.)
Downstream point elevation = 85.000(Ft.)
Channel length thru subarea = 687.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
Estimated mean flow rate at midpoint of channel = 7.174(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 7.174(CFS)
Depth of flow = 0.242(Ft.), Average velocity = 4.770(Ft/s)
Channel flow top width = 7.421(Ft.)
Flow Velocity = 4.77(Ft/s)
Travel time = 2.40 min.
Time of concentration = 9.66 min.
Critical depth = 0.352(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.273(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[LOW DENSITY RESIDENTIAL ]
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.410
Rainfall intensity = 3.273(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.404 CA = 3.932
Subarea runoff = 11.464(CFS) for 8.720(Ac.)
Total runoff = 12.869(CFS) Total area = 9.740(Ac.)
Depth of flow = 0.335(Ft.), Average velocity = 5.744(Ft/s)
Critical depth = 0.496(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
26
Process from Point/Station 302.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 9.740(Ac.)
Runoff from this stream = 12.869(CFS)
Time of concentration = 9.66 min.
Rainfall intensity = 3.273(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 134.098 13.74 2.608
2 23.314 7.82 3.753
3 12.869 9.66 3.273
Qmax(1) =
1.000 * 1.000 * 134.098) +
0.695 * 1.000 * 23.314) +
0.797 * 1.000 * 12.869) + = 160.558
Qmax(2) =
1.000 * 0.569 * 134.098) +
1.000 * 1.000 * 23.314) +
1.000 * 0.809 * 12.869) + = 110.003
Qmax(3) =
1.000 * 0.703 * 134.098) +
0.872 * 1.000 * 23.314) +
1.000 * 1.000 * 12.869) + = 127.527
Total of 3 main streams to confluence:
Flow rates before confluence point:
134.098 23.314 12.869
Maximum flow rates at confluence using above data:
160.558 110.003 127.527
Area of streams before confluence:
73.280 13.700 9.740
Results of confluence:
Total flow rate = 160.558(CFS)
Time of concentration = 13.739 min.
Effective stream area after confluence = 96.720(Ac.)
End of computations, total study area = 96.720 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
10-Year Analysis of Basin 400 for Hydromodification
Based on Pre-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.900
24 hour precipitation(inches) = 3.300
P6/P24 = 57.6%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 362.000(Ft.)
Lowest elevation = 361.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
2
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.265(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 361.000(Ft.)
End of street segment elevation = 329.000(Ft.)
Length of street segment = 815.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 3.891(CFS)
Depth of flow = 0.293(Ft.), Average velocity = 3.698(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.905(Ft.)
Flow velocity = 3.70(Ft/s)
Travel time = 3.67 min. TC = 12.07 min.
Adding area flow to street
Rainfall intensity (I) = 2.835(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(4.3 DU/A or Less )
Impervious value, Ai = 0.300
Sub-Area C Value = 0.520
Rainfall intensity = 2.835(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.521 CA = 2.633
Subarea runoff = 7.198(CFS) for 4.920(Ac.)
Total runoff = 7.463(CFS) Total area = 5.050(Ac.)
Street flow at end of street = 7.463(CFS)
Half street flow at end of street = 7.463(CFS)
3
Depth of flow = 0.353(Ft.), Average velocity = 4.308(Ft/s)
Flow width (from curb towards crown)= 12.889(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.000(Ft.)
Downstream point/station elevation = 310.000(Ft.)
Pipe length = 185.00(Ft.) Slope = 0.1027 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.463(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.463(CFS)
Normal flow depth in pipe = 7.07(In.)
Flow top width inside pipe = 11.81(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.50(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 12.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.805(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 12.27 min.
Rainfall intensity = 2.805(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.506 CA = 2.804
Subarea runoff = 0.403(CFS) for 0.490(Ac.)
Total runoff = 7.866(CFS) Total area = 5.540(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.540(Ac.)
Runoff from this stream = 7.866(CFS)
Time of concentration = 12.27 min.
4
Rainfall intensity = 2.805(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 405.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.300(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.225(CFS)
Total initial stream area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 8.40 min.
Rainfall intensity = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.393
Subarea runoff = 1.184(CFS) for 0.580(Ac.)
Total runoff = 1.409(CFS) Total area = 0.690(Ac.)
5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.300(Ft.)
Downstream point/station elevation = 322.300(Ft.)
Pipe length = 400.00(Ft.) Slope = 0.0175 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.409(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.409(CFS)
Normal flow depth in pipe = 5.25(In.)
Flow top width inside pipe = 8.87(In.)
Critical Depth = 6.56(In.)
Pipe flow velocity = 5.26(Ft/s)
Travel time through pipe = 1.27 min.
Time of concentration (TC) = 9.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff from this stream = 1.409(CFS)
Time of concentration = 9.67 min.
Rainfall intensity = 3.272(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 325.000(Ft.)
Lowest elevation = 324.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
6
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.429(CFS)
Total initial stream area = 0.210(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 409.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 324.000(Ft.)
End of street segment elevation = 320.200(Ft.)
Length of street segment = 395.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 3.644(CFS)
Depth of flow = 0.351(Ft.), Average velocity = 2.125(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.819(Ft.)
Flow velocity = 2.13(Ft/s)
Travel time = 3.10 min. TC = 11.50 min.
Adding area flow to street
Rainfall intensity (I) = 2.926(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.926(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.326
Subarea runoff = 6.375(CFS) for 3.870(Ac.)
Total runoff = 6.804(CFS) Total area = 4.080(Ac.)
Street flow at end of street = 6.804(CFS)
Half street flow at end of street = 6.804(CFS)
Depth of flow = 0.423(Ft.), Average velocity = 2.469(Ft/s)
7
Flow width (from curb towards crown)= 16.386(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.200(Ft.)
Downstream point/station elevation = 317.300(Ft.)
Pipe length = 290.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.804(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.804(CFS)
Normal flow depth in pipe = 10.55(In.)
Flow top width inside pipe = 17.73(In.)
Critical Depth = 12.11(In.)
Pipe flow velocity = 6.32(Ft/s)
Travel time through pipe = 0.76 min.
Time of concentration (TC) = 12.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.080(Ac.)
Runoff from this stream = 6.804(CFS)
Time of concentration = 12.26 min.
Rainfall intensity = 2.807(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.409 9.67 3.272
2 6.804 12.26 2.807
Qmax(1) =
1.000 * 1.000 * 1.409) +
1.000 * 0.788 * 6.804) + = 6.773
Qmax(2) =
0.858 * 1.000 * 1.409) +
1.000 * 1.000 * 6.804) + = 8.013
Total of 2 streams to confluence:
Flow rates before confluence point:
1.409 6.804
Maximum flow rates at confluence using above data:
6.773 8.013
Area of streams before confluence:
0.690 4.080
8
Results of confluence:
Total flow rate = 8.013(CFS)
Time of concentration = 12.262 min.
Effective stream area after confluence = 4.770(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 317.300(Ft.)
Downstream point/station elevation = 300.000(Ft.)
Pipe length = 225.00(Ft.) Slope = 0.0769 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.013(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 8.013(CFS)
Normal flow depth in pipe = 8.20(In.)
Flow top width inside pipe = 11.16(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.01(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 12.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.770(Ac.)
Runoff from this stream = 8.013(CFS)
Time of concentration = 12.53 min.
Rainfall intensity = 2.768(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 7.866 12.27 2.805
2 8.013 12.53 2.768
Qmax(1) =
1.000 * 1.000 * 7.866) +
1.000 * 0.979 * 8.013) + = 15.714
Qmax(2) =
0.987 * 1.000 * 7.866) +
1.000 * 1.000 * 8.013) + = 15.774
Total of 2 main streams to confluence:
Flow rates before confluence point:
7.866 8.013
9
Maximum flow rates at confluence using above data:
15.714 15.774
Area of streams before confluence:
5.540 4.770
Results of confluence:
Total flow rate = 15.774(CFS)
Time of concentration = 12.530 min.
Effective stream area after confluence = 10.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 300.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 835.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 16.114(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 16.114(CFS)
Depth of flow = 0.784(Ft.), Average velocity = 9.945(Ft/s)
Channel flow top width = 3.635(Ft.)
Flow Velocity = 9.95(Ft/s)
Travel time = 1.40 min.
Time of concentration = 13.93 min.
Critical depth = 1.180(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.585(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.585(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.502 CA = 6.328
Subarea runoff = 0.585(CFS) for 2.300(Ac.)
Total runoff = 16.359(CFS) Total area = 12.610(Ac.)
Depth of flow = 0.789(Ft.), Average velocity = 9.983(Ft/s)
Critical depth = 1.188(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
10
Process from Point/Station 403.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.610(Ac.)
Runoff from this stream = 16.359(CFS)
Time of concentration = 13.93 min.
Rainfall intensity = 2.585(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 412.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.400(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.245(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 413.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 329.400(Ft.)
Downstream point elevation = 326.000(Ft.)
Channel length thru subarea = 250.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.152(CFS)
11
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.152(CFS)
Depth of flow = 0.293(Ft.), Average velocity = 3.624(Ft/s)
Channel flow top width = 1.671(Ft.)
Flow Velocity = 3.62(Ft/s)
Travel time = 1.15 min.
Time of concentration = 9.55 min.
Critical depth = 0.355(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.298(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 3.298(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.599
Subarea runoff = 1.729(CFS) for 0.930(Ac.)
Total runoff = 1.974(CFS) Total area = 1.050(Ac.)
Depth of flow = 0.378(Ft.), Average velocity = 4.166(Ft/s)
Critical depth = 0.461(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 326.000(Ft.)
Downstream point/station elevation = 320.500(Ft.)
Pipe length = 375.00(Ft.) Slope = 0.0147 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.974(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.974(CFS)
Normal flow depth in pipe = 7.27(In.)
Flow top width inside pipe = 7.10(In.)
Critical Depth = 7.67(In.)
Pipe flow velocity = 5.17(Ft/s)
Travel time through pipe = 1.21 min.
Time of concentration (TC) = 10.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 3.054(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
12
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 10.76 min.
Rainfall intensity = 3.054(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.816
Subarea runoff = 6.625(CFS) for 3.890(Ac.)
Total runoff = 8.599(CFS) Total area = 4.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.500(Ft.)
Downstream point/station elevation = 316.600(Ft.)
Pipe length = 430.00(Ft.) Slope = 0.0091 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.599(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.599(CFS)
Normal flow depth in pipe = 12.87(In.)
Flow top width inside pipe = 16.25(In.)
Critical Depth = 13.63(In.)
Pipe flow velocity = 6.37(Ft/s)
Travel time through pipe = 1.13 min.
Time of concentration (TC) = 11.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.864(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 11.88 min.
Rainfall intensity = 2.864(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 4.212
Subarea runoff = 3.465(CFS) for 2.450(Ac.)
Total runoff = 12.064(CFS) Total area = 7.390(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 316.600(Ft.)
Downstream point/station elevation = 306.000(Ft.)
Pipe length = 280.00(Ft.) Slope = 0.0379 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.064(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 12.064(CFS)
Normal flow depth in pipe = 11.79(In.)
Flow top width inside pipe = 12.31(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.66(Ft/s)
Travel time through pipe = 0.40 min.
Time of concentration (TC) = 12.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 7.390(Ac.)
Runoff from this stream = 12.064(CFS)
Time of concentration = 12.28 min.
Rainfall intensity = 2.803(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 417.000 to Point/Station 418.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 308.000(Ft.)
Lowest elevation = 307.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
14
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.306(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 418.000 to Point/Station 419.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 307.000(Ft.)
End of street segment elevation = 303.000(Ft.)
Length of street segment = 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 1.436(CFS)
Depth of flow = 0.256(Ft.), Average velocity = 1.996(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.052(Ft.)
Flow velocity = 2.00(Ft/s)
Travel time = 2.34 min. TC = 10.74 min.
Adding area flow to street
Rainfall intensity (I) = 3.058(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 3.058(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.821
Subarea runoff = 2.203(CFS) for 1.290(Ac.)
Total runoff = 2.510(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 2.510(CFS)
Half street flow at end of street = 2.510(CFS)
Depth of flow = 0.299(Ft.), Average velocity = 2.265(Ft/s)
15
Flow width (from curb towards crown)= 10.181(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 303.000(Ft.)
Downstream point/station elevation = 301.000(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.510(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.510(CFS)
Normal flow depth in pipe = 7.43(In.)
Flow top width inside pipe = 11.65(In.)
Critical Depth = 8.15(In.)
Pipe flow velocity = 4.91(Ft/s)
Travel time through pipe = 0.68 min.
Time of concentration (TC) = 11.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 2.510(CFS)
Time of concentration = 11.42 min.
Rainfall intensity = 2.939(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 12.064 12.28 2.803
2 2.510 11.42 2.939
Qmax(1) =
1.000 * 1.000 * 12.064) +
0.954 * 1.000 * 2.510) + = 14.458
Qmax(2) =
1.000 * 0.929 * 12.064) +
1.000 * 1.000 * 2.510) + = 13.721
Total of 2 streams to confluence:
Flow rates before confluence point:
12.064 2.510
Maximum flow rates at confluence using above data:
14.458 13.721
Area of streams before confluence:
7.390 1.440
16
Results of confluence:
Total flow rate = 14.458(CFS)
Time of concentration = 12.284 min.
Effective stream area after confluence = 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 301.000(Ft.)
Downstream point/station elevation = 289.000(Ft.)
Pipe length = 45.00(Ft.) Slope = 0.2667 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.458(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 14.458(CFS)
Normal flow depth in pipe = 8.02(In.)
Flow top width inside pipe = 11.30(In.)
Critical depth could not be calculated.
Pipe flow velocity = 25.94(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.799(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 12.31 min.
Rainfall intensity = 2.799(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.558 CA = 5.205
Subarea runoff = 0.111(CFS) for 0.490(Ac.)
Total runoff = 14.569(CFS) Total area = 9.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 421.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 289.000(Ft.)
Downstream point/station elevation = 262.000(Ft.)
Pipe length = 65.00(Ft.) Slope = 0.4154 Manning's N = 0.013
17
No. of pipes = 1 Required pipe flow = 14.569(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 14.569(CFS)
Normal flow depth in pipe = 6.94(In.)
Flow top width inside pipe = 11.85(In.)
Critical depth could not be calculated.
Pipe flow velocity = 30.95(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 262.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 70.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 14.569(CFS)
Depth of flow = 0.801(Ft.), Average velocity = 8.647(Ft/s)
Channel flow top width = 3.705(Ft.)
Flow Velocity = 8.65(Ft/s)
Travel time = 0.13 min.
Time of concentration = 12.48 min.
Critical depth = 1.156(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 9.320(Ac.)
Runoff from this stream = 14.569(CFS)
Time of concentration = 12.48 min.
Rainfall intensity = 2.775(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 16.359 13.93 2.585
2 14.569 12.48 2.775
Qmax(1) =
1.000 * 1.000 * 16.359) +
18
0.932 * 1.000 * 14.569) + = 29.934
Qmax(2) =
1.000 * 0.896 * 16.359) +
1.000 * 1.000 * 14.569) + = 29.230
Total of 2 main streams to confluence:
Flow rates before confluence point:
16.359 14.569
Maximum flow rates at confluence using above data:
29.934 29.230
Area of streams before confluence:
12.610 9.320
Results of confluence:
Total flow rate = 29.934(CFS)
Time of concentration = 13.929 min.
Effective stream area after confluence = 21.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 422.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 259.500(Ft.)
Downstream point elevation = 212.000(Ft.)
Channel length thru subarea = 905.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 29.934(CFS)
Depth of flow = 1.000(Ft.), Average velocity = 11.963(Ft/s)
Channel flow top width = 4.502(Ft.)
Flow Velocity = 11.96(Ft/s)
Travel time = 1.26 min.
Time of concentration = 15.19 min.
Critical depth = 1.578(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 422.000 to Point/Station 423.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 212.000(Ft.)
Downstream point elevation = 112.000(Ft.)
Channel length thru subarea = 240.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 31.327(CFS)
19
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 31.327(CFS)
Depth of flow = 0.657(Ft.), Average velocity = 26.293(Ft/s)
Channel flow top width = 3.128(Ft.)
Flow Velocity = 26.29(Ft/s)
Travel time = 0.15 min.
Time of concentration = 15.34 min.
Critical depth = 1.609(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.429(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.429(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.491 CA = 13.440
Subarea runoff = 2.713(CFS) for 5.450(Ac.)
Total runoff = 32.646(CFS) Total area = 27.380(Ac.)
Depth of flow = 0.669(Ft.), Average velocity = 26.568(Ft/s)
Critical depth = 1.633(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 448.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.500(Ft.)
Downstream point elevation = 91.000(Ft.)
Channel length thru subarea = 559.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 32.646(CFS)
Depth of flow = 0.738(Ft.), Average velocity = 5.567(Ft/s)
Channel flow top width = 10.901(Ft.)
Flow Velocity = 5.57(Ft/s)
Travel time = 1.67 min.
Time of concentration = 17.02 min.
Critical depth = 0.867(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 448.000
**** CONFLUENCE OF MINOR STREAMS ****
20
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 27.380(Ac.)
Runoff from this stream = 32.646(CFS)
Time of concentration = 17.02 min.
Rainfall intensity = 2.272(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 425.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 260.000(Ft.)
Lowest elevation = 230.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 50.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 50.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.66 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 50.000^(1/3)]= 3.66
Calculated TC of 3.664 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.088(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 425.000 to Point/Station 426.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 230.000(Ft.)
Downstream point elevation = 216.000(Ft.)
Channel length thru subarea = 300.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
21
Flow(q) thru subarea = 0.088(CFS)
Depth of flow = 0.060(Ft.), Average velocity = 2.365(Ft/s)
Channel flow top width = 0.739(Ft.)
Flow Velocity = 2.36(Ft/s)
Travel time = 2.11 min.
Time of concentration = 5.78 min.
Critical depth = 0.087(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 426.000 to Point/Station 427.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 216.000(Ft.)
Downstream point elevation = 138.000(Ft.)
Channel length thru subarea = 190.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.723(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 1.723(CFS)
Depth of flow = 0.168(Ft.), Average velocity = 12.297(Ft/s)
Channel flow top width = 1.171(Ft.)
Flow Velocity = 12.30(Ft/s)
Travel time = 0.26 min.
Time of concentration = 6.04 min.
Critical depth = 0.434(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.433(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.433(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.745
Subarea runoff = 3.217(CFS) for 2.080(Ac.)
Total runoff = 3.305(CFS) Total area = 2.130(Ac.)
Depth of flow = 0.233(Ft.), Average velocity = 14.669(Ft/s)
Critical depth = 0.590(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 448.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
22
Upstream point elevation = 138.000(Ft.)
Downstream point elevation = 91.000(Ft.)
Channel length thru subarea = 1152.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 3.305(CFS)
Depth of flow = 0.192(Ft.), Average velocity = 3.094(Ft/s)
Channel flow top width = 6.150(Ft.)
Flow Velocity = 3.09(Ft/s)
Travel time = 6.21 min.
Time of concentration = 12.24 min.
Critical depth = 0.227(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 448.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.130(Ac.)
Runoff from this stream = 3.305(CFS)
Time of concentration = 12.24 min.
Rainfall intensity = 2.810(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 32.646 17.02 2.272
2 3.305 12.24 2.810
Qmax(1) =
1.000 * 1.000 * 32.646) +
0.809 * 1.000 * 3.305) + = 35.319
Qmax(2) =
1.000 * 0.719 * 32.646) +
1.000 * 1.000 * 3.305) + = 26.793
Total of 2 streams to confluence:
Flow rates before confluence point:
32.646 3.305
Maximum flow rates at confluence using above data:
35.319 26.793
Area of streams before confluence:
27.380 2.130
Results of confluence:
Total flow rate = 35.319(CFS)
Time of concentration = 17.015 min.
Effective stream area after confluence = 29.510(Ac.)
23
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 448.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 91.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 249.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
Estimated mean flow rate at midpoint of channel = 41.647(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 41.647(CFS)
Depth of flow = 0.816(Ft.), Average velocity = 5.618(Ft/s)
Channel flow top width = 13.163(Ft.)
Flow Velocity = 5.62(Ft/s)
Travel time = 0.74 min.
Time of concentration = 17.75 min.
Critical depth = 0.945(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.211(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[LOW DENSITY RESIDENTIAL ]
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.410
Rainfall intensity = 2.211(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.454 CA = 21.668
Subarea runoff = 12.582(CFS) for 18.250(Ac.)
Total runoff = 47.901(CFS) Total area = 47.760(Ac.)
Depth of flow = 0.875(Ft.), Average velocity = 5.837(Ft/s)
Critical depth = 1.016(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 448.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 47.760(Ac.)
Runoff from this stream = 47.901(CFS)
Time of concentration = 17.75 min.
Rainfall intensity = 2.211(In/Hr)
Program is now starting with Main Stream No. 2
24
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 433.000 to Point/Station 434.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 166.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 47.619 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 47.62 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.72 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 47.619^(1/3)]= 3.72
Calculated TC of 3.725 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.035(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 434.000 to Point/Station 435.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 166.000(Ft.)
Downstream point elevation = 151.800(Ft.)
Channel length thru subarea = 269.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.035(CFS)
Depth of flow = 0.034(Ft.), Average velocity = 1.815(Ft/s)
Channel flow top width = 0.636(Ft.)
Flow Velocity = 1.82(Ft/s)
Travel time = 2.47 min.
Time of concentration = 6.19 min.
25
Critical depth = 0.050(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 436.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 151.800(Ft.)
Downstream point elevation = 107.000(Ft.)
Channel length thru subarea = 110.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.947(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.947(CFS)
Depth of flow = 0.123(Ft.), Average velocity = 10.359(Ft/s)
Channel flow top width = 0.991(Ft.)
Flow Velocity = 10.36(Ft/s)
Travel time = 0.18 min.
Time of concentration = 6.37 min.
Critical depth = 0.320(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.281(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.281(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.416
Subarea runoff = 1.748(CFS) for 1.170(Ac.)
Total runoff = 1.783(CFS) Total area = 1.190(Ac.)
Depth of flow = 0.171(Ft.), Average velocity = 12.378(Ft/s)
Critical depth = 0.441(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 497.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
26
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.783(CFS)
Depth of flow = 0.128(Ft.), Average velocity = 2.462(Ft/s)
Channel flow top width = 6.284(Ft.)
Flow Velocity = 2.46(Ft/s)
Travel time = 3.36 min.
Time of concentration = 9.74 min.
Critical depth = 0.150(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.190(Ac.)
Runoff from this stream = 1.783(CFS)
Time of concentration = 9.74 min.
Rainfall intensity = 3.257(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 437.000 to Point/Station 438.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 98.000(Ft.)
Highest elevation = 213.000(Ft.)
Lowest elevation = 206.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 7.143 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.14 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.01 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)]= 7.01
Rainfall intensity (I) = 4.026(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.028(CFS)
Total initial stream area = 0.020(Ac.)
27
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 438.000 to Point/Station 439.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 206.000(Ft.)
Downstream point elevation = 130.000(Ft.)
Channel length thru subarea = 417.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.028(CFS)
Depth of flow = 0.021(Ft.), Average velocity = 2.506(Ft/s)
Channel flow top width = 0.583(Ft.)
Flow Velocity = 2.51(Ft/s)
Travel time = 2.77 min.
Time of concentration = 9.78 min.
Critical depth = 0.043(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 439.000 to Point/Station 440.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 130.000(Ft.)
Downstream point elevation = 110.000(Ft.)
Channel length thru subarea = 50.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.028(CFS)
Depth of flow = 0.016(Ft.), Average velocity = 3.215(Ft/s)
Channel flow top width = 0.566(Ft.)
Flow Velocity = 3.21(Ft/s)
Travel time = 0.26 min.
Time of concentration = 10.04 min.
Critical depth = 0.043(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 441.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.000(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 62.000(Ft.)
Channel base width = 0.500(Ft.)
28
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.502(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.502(CFS)
Depth of flow = 0.171(Ft.), Average velocity = 3.483(Ft/s)
Channel flow top width = 1.184(Ft.)
Flow Velocity = 3.48(Ft/s)
Travel time = 0.30 min.
Time of concentration = 10.34 min.
Critical depth = 0.232(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.133(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.133(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.290
Subarea runoff = 0.882(CFS) for 0.810(Ac.)
Total runoff = 0.910(CFS) Total area = 0.830(Ac.)
Depth of flow = 0.231(Ft.), Average velocity = 4.093(Ft/s)
Critical depth = 0.316(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.300(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 487.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.910(CFS)
Depth of flow = 0.085(Ft.), Average velocity = 2.028(Ft/s)
Channel flow top width = 5.512(Ft.)
Flow Velocity = 2.03(Ft/s)
Travel time = 4.00 min.
Time of concentration = 14.34 min.
Critical depth = 0.099(Ft.)
29
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.830(Ac.)
Runoff from this stream = 0.910(CFS)
Time of concentration = 14.34 min.
Rainfall intensity = 2.537(In/Hr)
Program is now starting with Main Stream No. 4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 442.000 to Point/Station 443.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 329.000(Ft.)
Lowest elevation = 323.000(Ft.)
Elevation difference = 6.000(Ft.) Slope = 5.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 5.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.89 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 5.000^(1/3)]= 7.89
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.25 minutes
for a distance of 20.00 (Ft.) and a slope of 5.00 %
with an elevation difference of 1.00(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.248 Minutes
Tt=[(11.9*0.0038^3)/( 1.00)]^.385= 0.25
Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus
0.25 minutes from the Figure 3-4 formula = 8.14 minutes
Rainfall intensity (I) = 3.655(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.154(CFS)
Total initial stream area = 0.120(Ac.)
30
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 443.000 to Point/Station 444.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 323.000(Ft.)
Downstream point elevation = 109.000(Ft.)
Channel length thru subarea = 805.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 3.973(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 3.973(CFS)
Depth of flow = 0.060(Ft.), Average velocity = 6.493(Ft/s)
Channel flow top width = 10.242(Ft.)
Flow Velocity = 6.49(Ft/s)
Travel time = 2.07 min.
Time of concentration = 10.21 min.
Critical depth = 0.168(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.159(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.159(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.439
Subarea runoff = 7.552(CFS) for 6.850(Ac.)
Total runoff = 7.706(CFS) Total area = 6.970(Ac.)
Depth of flow = 0.090(Ft.), Average velocity = 8.420(Ft/s)
Critical depth = 0.260(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 108.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 727.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
31
Flow(q) thru subarea = 7.706(CFS)
Depth of flow = 0.427(Ft.), Average velocity = 4.216(Ft/s)
Channel flow top width = 5.562(Ft.)
Flow Velocity = 4.22(Ft/s)
Travel time = 2.87 min.
Time of concentration = 13.08 min.
Critical depth = 0.496(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 6.970(Ac.)
Runoff from this stream = 7.706(CFS)
Time of concentration = 13.08 min.
Rainfall intensity = 2.692(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 47.901 17.75 2.211
2 1.783 9.74 3.257
3 0.910 14.34 2.537
4 7.706 13.08 2.692
Qmax(1) =
1.000 * 1.000 * 47.901) +
0.679 * 1.000 * 1.783) +
0.871 * 1.000 * 0.910) +
0.821 * 1.000 * 7.706) + = 56.233
Qmax(2) =
1.000 * 0.548 * 47.901) +
1.000 * 1.000 * 1.783) +
1.000 * 0.679 * 0.910) +
1.000 * 0.744 * 7.706) + = 34.404
Qmax(3) =
1.000 * 0.808 * 47.901) +
0.779 * 1.000 * 1.783) +
1.000 * 1.000 * 0.910) +
0.943 * 1.000 * 7.706) + = 48.254
Qmax(4) =
1.000 * 0.737 * 47.901) +
0.826 * 1.000 * 1.783) +
1.000 * 0.912 * 0.910) +
1.000 * 1.000 * 7.706) + = 45.310
Total of 4 main streams to confluence:
Flow rates before confluence point:
32
47.901 1.783 0.910 7.706
Maximum flow rates at confluence using above data:
56.233 34.404 48.254 45.310
Area of streams before confluence:
47.760 1.190 0.830 6.970
Results of confluence:
Total flow rate = 56.233(CFS)
Time of concentration = 17.754 min.
Effective stream area after confluence = 56.750(Ac.)
End of computations, total study area = 56.750 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
100-Year Analysis of Basins 100, 200, and 300
Based on Pre-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 385.700(Ft.)
Lowest elevation = 384.800(Ft.)
Elevation difference = 0.900(Ft.) Slope = 0.900 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 0.90 %, in a development type of
Limited Industrial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.61 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
2
TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 0.900^(1/3)]= 3.61
Calculated TC of 3.610 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 1.494(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.100
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 384.800(Ft.)
Downstream point elevation = 368.000(Ft.)
Channel length thru subarea = 107.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 1.494(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.494(CFS)
Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s)
Channel flow top width = 11.161(Ft.)
Flow Velocity = 2.43(Ft/s)
Travel time = 0.73 min.
Time of concentration = 4.34 min.
Critical depth = 0.086(Ft.)
Adding area flow to channel
Calculated TC of 4.343 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 0.196
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 1.494(CFS) Total area = 0.230(Ac.)
Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s)
Critical depth = 0.086(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.100 to Point/Station 102.000
3
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 368.000(Ft.)
End of street segment elevation = 340.000(Ft.)
Length of street segment = 910.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 21.676(CFS)
Depth of flow = 0.506(Ft.), Average velocity = 5.054(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.28(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.535(Ft.)
Flow velocity = 5.05(Ft/s)
Travel time = 3.00 min. TC = 7.34 min.
Adding area flow to street
Rainfall intensity (I) = 5.963(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 5.963(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 7.010
Subarea runoff = 40.302(CFS) for 8.310(Ac.)
Total runoff = 41.796(CFS) Total area = 8.540(Ac.)
Street flow at end of street = 41.796(CFS)
Half street flow at end of street = 41.796(CFS)
Depth of flow = 0.615(Ft.), Average velocity = 5.969(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 5.75(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
4
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 340.000(Ft.)
Downstream point/station elevation = 320.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0580 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 41.796(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 41.796(CFS)
Normal flow depth in pipe = 15.75(In.)
Flow top width inside pipe = 22.80(In.)
Critical depth could not be calculated.
Pipe flow velocity = 19.11(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 7.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 5.810(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 7.65 min.
Rainfall intensity = 5.810(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 10.331
Subarea runoff = 18.227(CFS) for 4.050(Ac.)
Total runoff = 60.023(CFS) Total area = 12.590(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 320.000(Ft.)
Downstream point elevation = 298.000(Ft.)
Channel length thru subarea = 265.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 62.489(CFS)
Manning's 'N' = 0.060
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 62.489(CFS)
Depth of flow = 0.873(Ft.), Average velocity = 5.676(Ft/s)
5
Channel flow top width = 15.235(Ft.)
Flow Velocity = 5.68(Ft/s)
Travel time = 0.78 min.
Time of concentration = 8.42 min.
Critical depth = 0.969(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.458(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 5.458(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.698 CA = 11.888
Subarea runoff = 4.863(CFS) for 4.450(Ac.)
Total runoff = 64.886(CFS) Total area = 17.040(Ac.)
Depth of flow = 0.891(Ft.), Average velocity = 5.745(Ft/s)
Critical depth = 0.984(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 298.000(Ft.)
Downstream point/station elevation = 296.000(Ft.)
Pipe length = 95.00(Ft.) Slope = 0.0211 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 64.886(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 64.886(CFS)
Normal flow depth in pipe = 23.27(In.)
Flow top width inside pipe = 30.09(In.)
Critical Depth = 30.55(In.)
Pipe flow velocity = 14.49(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 8.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 17.040(Ac.)
Runoff from this stream = 64.886(CFS)
Time of concentration = 8.53 min.
Rainfall intensity = 5.413(In/Hr)
6
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Initial subarea total flow distance = 130.000(Ft.)
Highest elevation = 334.000(Ft.)
Lowest elevation = 332.700(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
10.9 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.90 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.689(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.600
Subarea runoff = 1.502(CFS)
Total initial stream area = 0.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 332.700(Ft.)
End of street segment elevation = 296.000(Ft.)
Length of street segment = 710.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
7
Estimated mean flow rate at midpoint of street = 6.015(CFS)
Depth of flow = 0.319(Ft.), Average velocity = 4.547(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.187(Ft.)
Flow velocity = 4.55(Ft/s)
Travel time = 2.60 min. TC = 10.50 min.
Adding area flow to street
Rainfall intensity (I) = 4.734(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Rainfall intensity = 4.734(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.600 CA = 2.208
Subarea runoff = 8.951(CFS) for 3.240(Ac.)
Total runoff = 10.453(CFS) Total area = 3.680(Ac.)
Street flow at end of street = 10.453(CFS)
Half street flow at end of street = 10.453(CFS)
Depth of flow = 0.374(Ft.), Average velocity = 5.183(Ft/s)
Flow width (from curb towards crown)= 13.948(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.680(Ac.)
Runoff from this stream = 10.453(CFS)
Time of concentration = 10.50 min.
Rainfall intensity = 4.734(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 64.886 8.53 5.413
2 10.453 10.50 4.734
Qmax(1) =
1.000 * 1.000 * 64.886) +
1.000 * 0.812 * 10.453) + = 73.379
Qmax(2) =
0.875 * 1.000 * 64.886) +
1.000 * 1.000 * 10.453) + = 67.203
8
Total of 2 main streams to confluence:
Flow rates before confluence point:
64.886 10.453
Maximum flow rates at confluence using above data:
73.379 67.203
Area of streams before confluence:
17.040 3.680
Results of confluence:
Total flow rate = 73.379(CFS)
Time of concentration = 8.533 min.
Effective stream area after confluence = 20.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 296.000(Ft.)
Downstream point/station elevation = 288.000(Ft.)
Pipe length = 240.00(Ft.) Slope = 0.0333 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 73.379(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 73.379(CFS)
Normal flow depth in pipe = 24.05(In.)
Flow top width inside pipe = 23.93(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.39(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 8.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 20.720(Ac.)
Runoff from this stream = 73.379(CFS)
Time of concentration = 8.76 min.
Rainfall intensity = 5.321(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
9
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 328.700(Ft.)
Lowest elevation = 328.000(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.530(CFS)
Total initial stream area = 0.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 328.000(Ft.)
End of street segment elevation = 288.000(Ft.)
Length of street segment = 1110.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.419(CFS)
Depth of flow = 0.342(Ft.), Average velocity = 4.023(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.347(Ft.)
Flow velocity = 4.02(Ft/s)
Travel time = 4.60 min. TC = 13.00 min.
Adding area flow to street
Rainfall intensity (I) = 4.126(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
10
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.126(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.964
Subarea runoff = 11.699(CFS) for 5.030(Ac.)
Total runoff = 12.229(CFS) Total area = 5.200(Ac.)
Street flow at end of street = 12.229(CFS)
Half street flow at end of street = 12.229(CFS)
Depth of flow = 0.413(Ft.), Average velocity = 4.693(Ft/s)
Flow width (from curb towards crown)= 15.920(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.200(Ac.)
Runoff from this stream = 12.229(CFS)
Time of concentration = 13.00 min.
Rainfall intensity = 4.126(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 73.379 8.76 5.321
2 12.229 13.00 4.126
Qmax(1) =
1.000 * 1.000 * 73.379) +
1.000 * 0.674 * 12.229) + = 81.622
Qmax(2) =
0.775 * 1.000 * 73.379) +
1.000 * 1.000 * 12.229) + = 69.126
Total of 2 main streams to confluence:
Flow rates before confluence point:
73.379 12.229
Maximum flow rates at confluence using above data:
81.622 69.126
Area of streams before confluence:
20.720 5.200
11
Results of confluence:
Total flow rate = 81.622(CFS)
Time of concentration = 8.763 min.
Effective stream area after confluence = 25.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 288.000(Ft.)
Downstream point/station elevation = 218.000(Ft.)
Pipe length = 305.00(Ft.) Slope = 0.2295 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 81.622(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 81.622(CFS)
Normal flow depth in pipe = 15.56(In.)
Flow top width inside pipe = 22.92(In.)
Critical depth could not be calculated.
Pipe flow velocity = 37.90(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 8.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 218.000(Ft.)
Downstream point elevation = 198.000(Ft.)
Channel length thru subarea = 635.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 84.015(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 84.015(CFS)
Depth of flow = 1.723(Ft.), Average velocity = 5.774(Ft/s)
Channel flow top width = 11.892(Ft.)
Flow Velocity = 5.77(Ft/s)
Travel time = 1.83 min.
Time of concentration = 10.73 min.
Critical depth = 1.641(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.669(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
12
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 4.669(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.662 CA = 18.494
Subarea runoff = 4.732(CFS) for 2.020(Ac.)
Total runoff = 86.354(CFS) Total area = 27.940(Ac.)
Depth of flow = 1.747(Ft.), Average velocity = 5.818(Ft/s)
Critical depth = 1.672(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.940(Ac.)
Runoff from this stream = 86.354(CFS)
Time of concentration = 10.73 min.
Rainfall intensity = 4.669(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 115.000(Ft.)
Highest elevation = 337.000(Ft.)
Lowest elevation = 330.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 6.087 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.09 %, in a development type of
Permanent Open Space
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.70 minutes
(for slope value of 5.00 %)
Rainfall intensity (I) = 5.345(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.281(CFS)
Total initial stream area = 0.150(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.000 to Point/Station 115.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 330.000(Ft.)
Downstream point elevation = 240.000(Ft.)
Channel length thru subarea = 420.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 1.517(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.517(CFS)
Depth of flow = 0.066(Ft.), Average velocity = 2.157(Ft/s)
Channel flow top width = 11.319(Ft.)
Flow Velocity = 2.16(Ft/s)
Travel time = 3.25 min.
Time of concentration = 11.95 min.
Critical depth = 0.087(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.357(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.357(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.612
Subarea runoff = 2.388(CFS) for 1.600(Ac.)
Total runoff = 2.669(CFS) Total area = 1.750(Ac.)
Depth of flow = 0.092(Ft.), Average velocity = 2.656(Ft/s)
Critical depth = 0.125(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 240.000(Ft.)
End of street segment elevation = 203.000(Ft.)
Length of street segment = 900.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
14
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 19.672(CFS)
Depth of flow = 0.468(Ft.), Average velocity = 5.536(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.661(Ft.)
Flow velocity = 5.54(Ft/s)
Travel time = 2.71 min. TC = 14.65 min.
Adding area flow to street
Rainfall intensity (I) = 3.819(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 3.819(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.666 CA = 9.622
Subarea runoff = 34.077(CFS) for 12.690(Ac.)
Total runoff = 36.745(CFS) Total area = 14.440(Ac.)
Street flow at end of street = 36.745(CFS)
Half street flow at end of street = 36.745(CFS)
Depth of flow = 0.569(Ft.), Average velocity = 6.356(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 3.45(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 203.000(Ft.)
Downstream point/station elevation = 198.000(Ft.)
Pipe length = 100.00(Ft.) Slope = 0.0500 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 36.745(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 36.745(CFS)
Normal flow depth in pipe = 15.16(In.)
Flow top width inside pipe = 23.15(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.56(Ft/s)
15
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 14.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.440(Ac.)
Runoff from this stream = 36.745(CFS)
Time of concentration = 14.75 min.
Rainfall intensity = 3.803(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 86.354 10.73 4.669
2 36.745 14.75 3.803
Qmax(1) =
1.000 * 1.000 * 86.354) +
1.000 * 0.727 * 36.745) + = 113.084
Qmax(2) =
0.814 * 1.000 * 86.354) +
1.000 * 1.000 * 36.745) + = 107.077
Total of 2 main streams to confluence:
Flow rates before confluence point:
86.354 36.745
Maximum flow rates at confluence using above data:
113.084 107.077
Area of streams before confluence:
27.940 14.440
Results of confluence:
Total flow rate = 113.084(CFS)
Time of concentration = 10.730 min.
Effective stream area after confluence = 42.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 198.000(Ft.)
Downstream point/station elevation = 189.000(Ft.)
Pipe length = 360.00(Ft.) Slope = 0.0250 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 113.084(CFS)
16
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 113.084(CFS)
Normal flow depth in pipe = 28.03(In.)
Flow top width inside pipe = 35.07(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.72(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 11.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.577(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 11.07 min.
Rainfall intensity = 4.577(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.673 CA = 36.324
Subarea runoff = 53.155(CFS) for 11.560(Ac.)
Total runoff = 166.240(CFS) Total area = 53.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 53.940(Ac.)
Runoff from this stream = 166.240(CFS)
Time of concentration = 11.07 min.
Rainfall intensity = 4.577(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
17
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 80.000(Ft.)
Highest elevation = 274.600(Ft.)
Lowest elevation = 273.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.592(CFS)
Total initial stream area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 119.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 273.800(Ft.)
End of street segment elevation = 181.000(Ft.)
Length of street segment = 1290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 19.754(CFS)
Depth of flow = 0.430(Ft.), Average velocity = 6.849(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.772(Ft.)
Flow velocity = 6.85(Ft/s)
Travel time = 3.14 min. TC = 11.54 min.
Adding area flow to street
Rainfall intensity (I) = 4.455(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
18
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.455(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 8.715
Subarea runoff = 38.237(CFS) for 15.100(Ac.)
Total runoff = 38.829(CFS) Total area = 15.290(Ac.)
Street flow at end of street = 38.829(CFS)
Half street flow at end of street = 38.829(CFS)
Depth of flow = 0.535(Ft.), Average velocity = 7.855(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 1.75(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 181.000(Ft.)
Downstream point/station elevation = 177.900(Ft.)
Pipe length = 310.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 38.829(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 38.829(CFS)
Normal flow depth in pipe = 23.25(In.)
Flow top width inside pipe = 25.05(In.)
Critical Depth = 25.24(In.)
Pipe flow velocity = 9.51(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 12.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 15.290(Ac.)
Runoff from this stream = 38.829(CFS)
Time of concentration = 12.08 min.
Rainfall intensity = 4.325(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
19
1 166.240 11.07 4.577
2 38.829 12.08 4.325
Qmax(1) =
1.000 * 1.000 * 166.240) +
1.000 * 0.916 * 38.829) + = 201.809
Qmax(2) =
0.945 * 1.000 * 166.240) +
1.000 * 1.000 * 38.829) + = 195.929
Total of 2 main streams to confluence:
Flow rates before confluence point:
166.240 38.829
Maximum flow rates at confluence using above data:
201.809 195.929
Area of streams before confluence:
53.940 15.290
Results of confluence:
Total flow rate = 201.809(CFS)
Time of concentration = 11.068 min.
Effective stream area after confluence = 69.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 177.900(Ft.)
Downstream point/station elevation = 148.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0867 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 201.809(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 201.809(CFS)
Normal flow depth in pipe = 27.14(In.)
Flow top width inside pipe = 35.88(In.)
Critical depth could not be calculated.
Pipe flow velocity = 32.77(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 11.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.530(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
20
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Time of concentration = 11.24 min.
Rainfall intensity = 4.530(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.659 CA = 47.726
Subarea runoff = 14.404(CFS) for 3.160(Ac.)
Total runoff = 216.213(CFS) Total area = 72.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 122.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 148.000(Ft.)
Downstream point/station elevation = 125.000(Ft.)
Pipe length = 77.00(Ft.) Slope = 0.2987 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 216.213(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 216.213(CFS)
Normal flow depth in pipe = 23.67(In.)
Flow top width inside pipe = 24.48(In.)
Critical depth could not be calculated.
Pipe flow velocity = 52.02(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 11.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 125.000(Ft.)
Downstream point elevation = 98.000(Ft.)
Channel length thru subarea = 739.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 216.255(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 216.255(CFS)
Depth of flow = 2.043(Ft.), Average velocity = 9.511(Ft/s)
Channel flow top width = 17.258(Ft.)
Flow Velocity = 9.51(Ft/s)
Travel time = 1.29 min.
Time of concentration = 12.56 min.
Critical depth = 2.469(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.217(In/Hr) for a 100.0 year storm
21
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
The area added to the existing stream causes a
a lower flow rate of Q = 202.591(CFS)
therefore the upstream flow rate of Q = 216.213(CFS) is being used
Rainfall intensity = 4.217(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.656 CA = 48.037
Subarea runoff = 0.000(CFS) for 0.890(Ac.)
Total runoff = 216.213(CFS) Total area = 73.280(Ac.)
Depth of flow = 2.043(Ft.), Average velocity = 9.510(Ft/s)
Critical depth = 2.469(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 73.280(Ac.)
Runoff from this stream = 216.213(CFS)
Time of concentration = 12.56 min.
Rainfall intensity = 4.217(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 181.600(Ft.)
Lowest elevation = 181.000(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
22
for the top area slope value of 2.33 %, in a development type of
Limited Industrial
In Accordance With Table 3-2
Initial Area Time of Concentration = 3.10 minutes
(for slope value of 2.00 %)
Calculated TC of 3.100 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.585(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 181.000(Ft.)
End of street segment elevation = 118.000(Ft.)
Length of street segment = 864.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 4.368(CFS)
Depth of flow = 0.278(Ft.), Average velocity = 4.821(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.137(Ft.)
Flow velocity = 4.82(Ft/s)
Travel time = 2.99 min. TC = 6.09 min.
Adding area flow to street
Rainfall intensity (I) = 6.730(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 6.730(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 1.224
23
Subarea runoff = 7.653(CFS) for 1.350(Ac.)
Total runoff = 8.238(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 8.238(CFS)
Half street flow at end of street = 8.238(CFS)
Depth of flow = 0.332(Ft.), Average velocity = 5.585(Ft/s)
Flow width (from curb towards crown)= 11.848(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 202.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 6.730(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Time of concentration = 6.09 min.
Rainfall intensity = 6.730(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.711 CA = 2.793
Subarea runoff = 10.558(CFS) for 2.490(Ac.)
Total runoff = 18.796(CFS) Total area = 3.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 204.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 118.000(Ft.)
Downstream point elevation = 104.000(Ft.)
Channel length thru subarea = 444.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 27.983(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 27.983(CFS)
Depth of flow = 0.845(Ft.), Average velocity = 5.980(Ft/s)
Channel flow top width = 8.071(Ft.)
Flow Velocity = 5.98(Ft/s)
Travel time = 1.24 min.
Time of concentration = 7.32 min.
Critical depth = 1.000(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.973(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
24
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 5.973(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.453 CA = 6.212
Subarea runoff = 18.310(CFS) for 9.770(Ac.)
Total runoff = 37.106(CFS) Total area = 13.700(Ac.)
Depth of flow = 0.972(Ft.), Average velocity = 6.454(Ft/s)
Critical depth = 1.156(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 204.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 13.700(Ac.)
Runoff from this stream = 37.106(CFS)
Time of concentration = 7.32 min.
Rainfall intensity = 5.973(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 302.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 250.000(Ft.)
Highest elevation = 163.000(Ft.)
Lowest elevation = 139.000(Ft.)
Elevation difference = 24.000(Ft.) Slope = 9.600 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 9.60 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.35 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
25
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 9.600^(1/3)]= 6.35
The initial area total distance of 250.00 (Ft.) entered leaves a
remaining distance of 150.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 150.00 (Ft.) and a slope of 9.60 %
with an elevation difference of 14.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.912 Minutes
Tt=[(11.9*0.0284^3)/( 14.40)]^.385= 0.91
Total initial area Ti = 6.35 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 7.26 minutes
Rainfall intensity (I) = 6.005(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 2.144(CFS)
Total initial stream area = 1.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 304.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 139.000(Ft.)
Downstream point elevation = 85.000(Ft.)
Channel length thru subarea = 687.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
Estimated mean flow rate at midpoint of channel = 11.132(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 11.132(CFS)
Depth of flow = 0.310(Ft.), Average velocity = 5.490(Ft/s)
Channel flow top width = 8.097(Ft.)
Flow Velocity = 5.49(Ft/s)
Travel time = 2.09 min.
Time of concentration = 9.35 min.
Critical depth = 0.457(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.103(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[LOW DENSITY RESIDENTIAL ]
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.410
Rainfall intensity = 5.103(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.404 CA = 3.932
Subarea runoff = 17.921(CFS) for 8.720(Ac.)
Total runoff = 20.065(CFS) Total area = 9.740(Ac.)
26
Depth of flow = 0.427(Ft.), Average velocity = 6.577(Ft/s)
Critical depth = 0.641(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 9.740(Ac.)
Runoff from this stream = 20.065(CFS)
Time of concentration = 9.35 min.
Rainfall intensity = 5.103(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 216.213 12.56 4.217
2 37.106 7.32 5.973
3 20.065 9.35 5.103
Qmax(1) =
1.000 * 1.000 * 216.213) +
0.706 * 1.000 * 37.106) +
0.826 * 1.000 * 20.065) + = 258.996
Qmax(2) =
1.000 * 0.583 * 216.213) +
1.000 * 1.000 * 37.106) +
1.000 * 0.783 * 20.065) + = 178.873
Qmax(3) =
1.000 * 0.744 * 216.213) +
0.854 * 1.000 * 37.106) +
1.000 * 1.000 * 20.065) + = 212.668
Total of 3 main streams to confluence:
Flow rates before confluence point:
216.213 37.106 20.065
Maximum flow rates at confluence using above data:
258.996 178.873 212.668
Area of streams before confluence:
73.280 13.700 9.740
Results of confluence:
Total flow rate = 258.996(CFS)
Time of concentration = 12.564 min.
Effective stream area after confluence = 96.720(Ac.)
End of computations, total study area = 96.720 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
100-Year Analysis of Basin 400
Based on Pre-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 362.000(Ft.)
Lowest elevation = 361.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
2
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.405(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 361.000(Ft.)
End of street segment elevation = 329.000(Ft.)
Length of street segment = 815.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.049(CFS)
Depth of flow = 0.332(Ft.), Average velocity = 4.099(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.852(Ft.)
Flow velocity = 4.10(Ft/s)
Travel time = 3.31 min. TC = 11.71 min.
Adding area flow to street
Rainfall intensity (I) = 4.412(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(4.3 DU/A or Less )
Impervious value, Ai = 0.300
Sub-Area C Value = 0.520
Rainfall intensity = 4.412(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.521 CA = 2.633
Subarea runoff = 11.210(CFS) for 4.920(Ac.)
Total runoff = 11.615(CFS) Total area = 5.050(Ac.)
Street flow at end of street = 11.615(CFS)
Half street flow at end of street = 11.615(CFS)
3
Depth of flow = 0.402(Ft.), Average velocity = 4.789(Ft/s)
Flow width (from curb towards crown)= 15.344(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.000(Ft.)
Downstream point/station elevation = 310.000(Ft.)
Pipe length = 185.00(Ft.) Slope = 0.1027 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.615(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 11.615(CFS)
Normal flow depth in pipe = 8.04(In.)
Flow top width inside pipe = 14.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.36(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 11.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.370(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 11.89 min.
Rainfall intensity = 4.370(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.506 CA = 2.804
Subarea runoff = 0.637(CFS) for 0.490(Ac.)
Total runoff = 12.252(CFS) Total area = 5.540(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.540(Ac.)
Runoff from this stream = 12.252(CFS)
Time of concentration = 11.89 min.
4
Rainfall intensity = 4.370(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 405.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.300(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.343(CFS)
Total initial stream area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 8.40 min.
Rainfall intensity = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.393
Subarea runoff = 1.808(CFS) for 0.580(Ac.)
Total runoff = 2.150(CFS) Total area = 0.690(Ac.)
5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.300(Ft.)
Downstream point/station elevation = 322.300(Ft.)
Pipe length = 400.00(Ft.) Slope = 0.0175 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.150(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.150(CFS)
Normal flow depth in pipe = 7.24(In.)
Flow top width inside pipe = 7.14(In.)
Critical Depth = 7.92(In.)
Pipe flow velocity = 5.65(Ft/s)
Travel time through pipe = 1.18 min.
Time of concentration (TC) = 9.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff from this stream = 2.150(CFS)
Time of concentration = 9.58 min.
Rainfall intensity = 5.023(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 325.000(Ft.)
Lowest elevation = 324.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
6
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.654(CFS)
Total initial stream area = 0.210(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 409.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 324.000(Ft.)
End of street segment elevation = 320.200(Ft.)
Length of street segment = 395.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 5.650(CFS)
Depth of flow = 0.400(Ft.), Average velocity = 2.360(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.240(Ft.)
Flow velocity = 2.36(Ft/s)
Travel time = 2.79 min. TC = 11.19 min.
Adding area flow to street
Rainfall intensity (I) = 4.545(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.545(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.326
Subarea runoff = 9.915(CFS) for 3.870(Ac.)
Total runoff = 10.569(CFS) Total area = 4.080(Ac.)
Street flow at end of street = 10.569(CFS)
Half street flow at end of street = 10.569(CFS)
Depth of flow = 0.484(Ft.), Average velocity = 2.747(Ft/s)
7
Flow width (from curb towards crown)= 19.431(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.200(Ft.)
Downstream point/station elevation = 317.300(Ft.)
Pipe length = 290.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.569(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.569(CFS)
Normal flow depth in pipe = 12.54(In.)
Flow top width inside pipe = 20.60(In.)
Critical Depth = 14.54(In.)
Pipe flow velocity = 7.05(Ft/s)
Travel time through pipe = 0.69 min.
Time of concentration (TC) = 11.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.080(Ac.)
Runoff from this stream = 10.569(CFS)
Time of concentration = 11.87 min.
Rainfall intensity = 4.374(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.150 9.58 5.023
2 10.569 11.87 4.374
Qmax(1) =
1.000 * 1.000 * 2.150) +
1.000 * 0.807 * 10.569) + = 10.678
Qmax(2) =
0.871 * 1.000 * 2.150) +
1.000 * 1.000 * 10.569) + = 12.441
Total of 2 streams to confluence:
Flow rates before confluence point:
2.150 10.569
Maximum flow rates at confluence using above data:
10.678 12.441
Area of streams before confluence:
0.690 4.080
8
Results of confluence:
Total flow rate = 12.441(CFS)
Time of concentration = 11.874 min.
Effective stream area after confluence = 4.770(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 317.300(Ft.)
Downstream point/station elevation = 300.000(Ft.)
Pipe length = 225.00(Ft.) Slope = 0.0769 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.441(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 12.441(CFS)
Normal flow depth in pipe = 9.20(In.)
Flow top width inside pipe = 14.61(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.77(Ft/s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 12.11 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.770(Ac.)
Runoff from this stream = 12.441(CFS)
Time of concentration = 12.11 min.
Rainfall intensity = 4.318(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 12.252 11.89 4.370
2 12.441 12.11 4.318
Qmax(1) =
1.000 * 1.000 * 12.252) +
1.000 * 0.982 * 12.441) + = 24.467
Qmax(2) =
0.988 * 1.000 * 12.252) +
1.000 * 1.000 * 12.441) + = 24.549
Total of 2 main streams to confluence:
Flow rates before confluence point:
12.252 12.441
9
Maximum flow rates at confluence using above data:
24.467 24.549
Area of streams before confluence:
5.540 4.770
Results of confluence:
Total flow rate = 24.549(CFS)
Time of concentration = 12.112 min.
Effective stream area after confluence = 10.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 300.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 835.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 25.133(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 25.133(CFS)
Depth of flow = 0.946(Ft.), Average velocity = 11.117(Ft/s)
Channel flow top width = 4.282(Ft.)
Flow Velocity = 11.12(Ft/s)
Travel time = 1.25 min.
Time of concentration = 13.36 min.
Critical depth = 1.438(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.053(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.053(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.502 CA = 6.328
Subarea runoff = 1.095(CFS) for 2.300(Ac.)
Total runoff = 25.645(CFS) Total area = 12.610(Ac.)
Depth of flow = 0.954(Ft.), Average velocity = 11.173(Ft/s)
Critical depth = 1.453(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
10
Process from Point/Station 403.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.610(Ac.)
Runoff from this stream = 25.645(CFS)
Time of concentration = 13.36 min.
Rainfall intensity = 4.053(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 412.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.400(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.374(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 413.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 329.400(Ft.)
Downstream point elevation = 326.000(Ft.)
Channel length thru subarea = 250.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.735(CFS)
11
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.735(CFS)
Depth of flow = 0.356(Ft.), Average velocity = 4.030(Ft/s)
Channel flow top width = 1.922(Ft.)
Flow Velocity = 4.03(Ft/s)
Travel time = 1.03 min.
Time of concentration = 9.43 min.
Critical depth = 0.434(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.073(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 5.073(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.599
Subarea runoff = 2.662(CFS) for 0.930(Ac.)
Total runoff = 3.036(CFS) Total area = 1.050(Ac.)
Depth of flow = 0.460(Ft.), Average velocity = 4.650(Ft/s)
Critical depth = 0.566(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 326.000(Ft.)
Downstream point/station elevation = 320.500(Ft.)
Pipe length = 375.00(Ft.) Slope = 0.0147 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.036(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.036(CFS)
Normal flow depth in pipe = 7.42(In.)
Flow top width inside pipe = 11.66(In.)
Critical Depth = 8.96(In.)
Pipe flow velocity = 5.95(Ft/s)
Travel time through pipe = 1.05 min.
Time of concentration (TC) = 10.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.739(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
12
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 10.48 min.
Rainfall intensity = 4.739(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.816
Subarea runoff = 10.309(CFS) for 3.890(Ac.)
Total runoff = 13.345(CFS) Total area = 4.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.500(Ft.)
Downstream point/station elevation = 316.600(Ft.)
Pipe length = 430.00(Ft.) Slope = 0.0091 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.345(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 13.345(CFS)
Normal flow depth in pipe = 15.35(In.)
Flow top width inside pipe = 18.62(In.)
Critical Depth = 16.32(In.)
Pipe flow velocity = 7.08(Ft/s)
Travel time through pipe = 1.01 min.
Time of concentration (TC) = 11.50 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.466(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 11.50 min.
Rainfall intensity = 4.466(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 4.212
Subarea runoff = 5.467(CFS) for 2.450(Ac.)
Total runoff = 18.812(CFS) Total area = 7.390(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 316.600(Ft.)
Downstream point/station elevation = 306.000(Ft.)
Pipe length = 280.00(Ft.) Slope = 0.0379 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.812(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 18.812(CFS)
Normal flow depth in pipe = 13.62(In.)
Flow top width inside pipe = 15.45(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.12(Ft/s)
Travel time through pipe = 0.36 min.
Time of concentration (TC) = 11.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 7.390(Ac.)
Runoff from this stream = 18.812(CFS)
Time of concentration = 11.85 min.
Rainfall intensity = 4.379(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 417.000 to Point/Station 418.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 308.000(Ft.)
Lowest elevation = 307.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
14
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.467(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 418.000 to Point/Station 419.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 307.000(Ft.)
End of street segment elevation = 303.000(Ft.)
Length of street segment = 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.214(CFS)
Depth of flow = 0.288(Ft.), Average velocity = 2.201(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.669(Ft.)
Flow velocity = 2.20(Ft/s)
Travel time = 2.12 min. TC = 10.52 min.
Adding area flow to street
Rainfall intensity (I) = 4.729(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.729(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.821
Subarea runoff = 3.414(CFS) for 1.290(Ac.)
Total runoff = 3.882(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 3.882(CFS)
Half street flow at end of street = 3.882(CFS)
Depth of flow = 0.338(Ft.), Average velocity = 2.509(Ft/s)
15
Flow width (from curb towards crown)= 12.149(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 303.000(Ft.)
Downstream point/station elevation = 301.000(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.882(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.882(CFS)
Normal flow depth in pipe = 8.38(In.)
Flow top width inside pipe = 14.90(In.)
Critical Depth = 9.55(In.)
Pipe flow velocity = 5.50(Ft/s)
Travel time through pipe = 0.61 min.
Time of concentration (TC) = 11.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 3.882(CFS)
Time of concentration = 11.13 min.
Rainfall intensity = 4.561(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 18.812 11.85 4.379
2 3.882 11.13 4.561
Qmax(1) =
1.000 * 1.000 * 18.812) +
0.960 * 1.000 * 3.882) + = 22.539
Qmax(2) =
1.000 * 0.939 * 18.812) +
1.000 * 1.000 * 3.882) + = 21.542
Total of 2 streams to confluence:
Flow rates before confluence point:
18.812 3.882
Maximum flow rates at confluence using above data:
22.539 21.542
Area of streams before confluence:
7.390 1.440
16
Results of confluence:
Total flow rate = 22.539(CFS)
Time of concentration = 11.852 min.
Effective stream area after confluence = 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 301.000(Ft.)
Downstream point/station elevation = 289.000(Ft.)
Pipe length = 45.00(Ft.) Slope = 0.2667 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.539(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 22.539(CFS)
Normal flow depth in pipe = 9.04(In.)
Flow top width inside pipe = 14.68(In.)
Critical depth could not be calculated.
Pipe flow velocity = 29.19(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 11.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.373(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 11.88 min.
Rainfall intensity = 4.373(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.558 CA = 5.205
Subarea runoff = 0.221(CFS) for 0.490(Ac.)
Total runoff = 22.760(CFS) Total area = 9.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 421.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 289.000(Ft.)
Downstream point/station elevation = 262.000(Ft.)
Pipe length = 65.00(Ft.) Slope = 0.4154 Manning's N = 0.013
17
No. of pipes = 1 Required pipe flow = 22.760(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 22.760(CFS)
Normal flow depth in pipe = 9.75(In.)
Flow top width inside pipe = 9.37(In.)
Critical depth could not be calculated.
Pipe flow velocity = 33.33(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 11.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 262.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 70.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 22.760(CFS)
Depth of flow = 0.967(Ft.), Average velocity = 9.669(Ft/s)
Channel flow top width = 4.368(Ft.)
Flow Velocity = 9.67(Ft/s)
Travel time = 0.12 min.
Time of concentration = 12.03 min.
Critical depth = 1.398(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 9.320(Ac.)
Runoff from this stream = 22.760(CFS)
Time of concentration = 12.03 min.
Rainfall intensity = 4.337(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 25.645 13.36 4.053
2 22.760 12.03 4.337
Qmax(1) =
1.000 * 1.000 * 25.645) +
18
0.934 * 1.000 * 22.760) + = 46.913
Qmax(2) =
1.000 * 0.900 * 25.645) +
1.000 * 1.000 * 22.760) + = 45.846
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.645 22.760
Maximum flow rates at confluence using above data:
46.913 45.846
Area of streams before confluence:
12.610 9.320
Results of confluence:
Total flow rate = 46.913(CFS)
Time of concentration = 13.364 min.
Effective stream area after confluence = 21.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 422.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 259.500(Ft.)
Downstream point elevation = 212.000(Ft.)
Channel length thru subarea = 905.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 46.913(CFS)
Depth of flow = 1.205(Ft.), Average velocity = 13.384(Ft/s)
Channel flow top width = 5.319(Ft.)
Flow Velocity = 13.38(Ft/s)
Travel time = 1.13 min.
Time of concentration = 14.49 min.
Critical depth = 1.906(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 422.000 to Point/Station 423.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 212.000(Ft.)
Downstream point elevation = 112.000(Ft.)
Channel length thru subarea = 240.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 49.178(CFS)
19
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 49.178(CFS)
Depth of flow = 0.797(Ft.), Average velocity = 29.447(Ft/s)
Channel flow top width = 3.689(Ft.)
Flow Velocity = 29.45(Ft/s)
Travel time = 0.14 min.
Time of concentration = 14.63 min.
Critical depth = 1.938(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.823(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.823(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.491 CA = 13.440
Subarea runoff = 4.474(CFS) for 5.450(Ac.)
Total runoff = 51.387(CFS) Total area = 27.380(Ac.)
Depth of flow = 0.812(Ft.), Average velocity = 29.773(Ft/s)
Critical depth = 1.984(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 448.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.500(Ft.)
Downstream point elevation = 91.000(Ft.)
Channel length thru subarea = 559.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 51.387(CFS)
Depth of flow = 0.931(Ft.), Average velocity = 6.325(Ft/s)
Channel flow top width = 12.449(Ft.)
Flow Velocity = 6.33(Ft/s)
Travel time = 1.47 min.
Time of concentration = 16.10 min.
Critical depth = 1.094(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 448.000
**** CONFLUENCE OF MINOR STREAMS ****
20
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 27.380(Ac.)
Runoff from this stream = 51.387(CFS)
Time of concentration = 16.10 min.
Rainfall intensity = 3.594(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 425.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 260.000(Ft.)
Lowest elevation = 230.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 50.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 50.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.66 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 50.000^(1/3)]= 3.66
Calculated TC of 3.664 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.134(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 425.000 to Point/Station 426.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 230.000(Ft.)
Downstream point elevation = 216.000(Ft.)
Channel length thru subarea = 300.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
21
Flow(q) thru subarea = 0.134(CFS)
Depth of flow = 0.076(Ft.), Average velocity = 2.701(Ft/s)
Channel flow top width = 0.804(Ft.)
Flow Velocity = 2.70(Ft/s)
Travel time = 1.85 min.
Time of concentration = 5.52 min.
Critical depth = 0.111(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 426.000 to Point/Station 427.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 216.000(Ft.)
Downstream point elevation = 138.000(Ft.)
Channel length thru subarea = 190.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 2.702(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 2.702(CFS)
Depth of flow = 0.211(Ft.), Average velocity = 13.900(Ft/s)
Channel flow top width = 1.344(Ft.)
Flow Velocity = 13.90(Ft/s)
Travel time = 0.23 min.
Time of concentration = 5.74 min.
Critical depth = 0.535(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.987(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 6.987(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.745
Subarea runoff = 5.075(CFS) for 2.080(Ac.)
Total runoff = 5.209(CFS) Total area = 2.130(Ac.)
Depth of flow = 0.291(Ft.), Average velocity = 16.538(Ft/s)
Critical depth = 0.727(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 448.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
22
Upstream point elevation = 138.000(Ft.)
Downstream point elevation = 91.000(Ft.)
Channel length thru subarea = 1152.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 5.209(CFS)
Depth of flow = 0.250(Ft.), Average velocity = 3.627(Ft/s)
Channel flow top width = 6.499(Ft.)
Flow Velocity = 3.63(Ft/s)
Travel time = 5.29 min.
Time of concentration = 11.04 min.
Critical depth = 0.305(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 448.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.130(Ac.)
Runoff from this stream = 5.209(CFS)
Time of concentration = 11.04 min.
Rainfall intensity = 4.585(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 51.387 16.10 3.594
2 5.209 11.04 4.585
Qmax(1) =
1.000 * 1.000 * 51.387) +
0.784 * 1.000 * 5.209) + = 55.470
Qmax(2) =
1.000 * 0.686 * 51.387) +
1.000 * 1.000 * 5.209) + = 40.436
Total of 2 streams to confluence:
Flow rates before confluence point:
51.387 5.209
Maximum flow rates at confluence using above data:
55.470 40.436
Area of streams before confluence:
27.380 2.130
Results of confluence:
Total flow rate = 55.470(CFS)
Time of concentration = 16.100 min.
Effective stream area after confluence = 29.510(Ac.)
23
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 448.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 91.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 249.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
Estimated mean flow rate at midpoint of channel = 65.714(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 65.714(CFS)
Depth of flow = 1.022(Ft.), Average velocity = 6.359(Ft/s)
Channel flow top width = 15.221(Ft.)
Flow Velocity = 6.36(Ft/s)
Travel time = 0.65 min.
Time of concentration = 16.75 min.
Critical depth = 1.203(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.503(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[LOW DENSITY RESIDENTIAL ]
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.410
Rainfall intensity = 3.503(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.454 CA = 21.668
Subarea runoff = 20.434(CFS) for 18.250(Ac.)
Total runoff = 75.903(CFS) Total area = 47.760(Ac.)
Depth of flow = 1.096(Ft.), Average velocity = 6.609(Ft/s)
Critical depth = 1.289(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 448.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 47.760(Ac.)
Runoff from this stream = 75.903(CFS)
Time of concentration = 16.75 min.
Rainfall intensity = 3.503(In/Hr)
Program is now starting with Main Stream No. 2
24
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 433.000 to Point/Station 434.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 166.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 47.619 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 47.62 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.72 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 47.619^(1/3)]= 3.72
Calculated TC of 3.725 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.053(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 434.000 to Point/Station 435.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 166.000(Ft.)
Downstream point elevation = 151.800(Ft.)
Channel length thru subarea = 269.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.053(CFS)
Depth of flow = 0.043(Ft.), Average velocity = 2.096(Ft/s)
Channel flow top width = 0.674(Ft.)
Flow Velocity = 2.10(Ft/s)
Travel time = 2.14 min.
Time of concentration = 5.86 min.
25
Critical depth = 0.064(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 436.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 151.800(Ft.)
Downstream point elevation = 107.000(Ft.)
Channel length thru subarea = 110.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.484(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.484(CFS)
Depth of flow = 0.156(Ft.), Average velocity = 11.763(Ft/s)
Channel flow top width = 1.122(Ft.)
Flow Velocity = 11.76(Ft/s)
Travel time = 0.16 min.
Time of concentration = 6.02 min.
Critical depth = 0.402(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.779(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 6.779(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.416
Subarea runoff = 2.770(CFS) for 1.170(Ac.)
Total runoff = 2.823(CFS) Total area = 1.190(Ac.)
Depth of flow = 0.216(Ft.), Average velocity = 14.024(Ft/s)
Critical depth = 0.547(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 497.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 5.000
Slope or 'Z' of right channel bank = 5.000
26
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.823(CFS)
Depth of flow = 0.168(Ft.), Average velocity = 2.887(Ft/s)
Channel flow top width = 6.675(Ft.)
Flow Velocity = 2.89(Ft/s)
Travel time = 2.87 min.
Time of concentration = 8.89 min.
Critical depth = 0.199(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.190(Ac.)
Runoff from this stream = 2.823(CFS)
Time of concentration = 8.89 min.
Rainfall intensity = 5.272(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 437.000 to Point/Station 438.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 98.000(Ft.)
Highest elevation = 213.000(Ft.)
Lowest elevation = 206.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 7.143 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.14 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.01 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)]= 7.01
Rainfall intensity (I) = 6.145(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.043(CFS)
Total initial stream area = 0.020(Ac.)
27
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 438.000 to Point/Station 439.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 206.000(Ft.)
Downstream point elevation = 130.000(Ft.)
Channel length thru subarea = 417.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.043(CFS)
Depth of flow = 0.027(Ft.), Average velocity = 2.917(Ft/s)
Channel flow top width = 0.607(Ft.)
Flow Velocity = 2.92(Ft/s)
Travel time = 2.38 min.
Time of concentration = 9.39 min.
Critical depth = 0.057(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 439.000 to Point/Station 440.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 130.000(Ft.)
Downstream point elevation = 110.000(Ft.)
Channel length thru subarea = 50.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.043(CFS)
Depth of flow = 0.021(Ft.), Average velocity = 3.753(Ft/s)
Channel flow top width = 0.585(Ft.)
Flow Velocity = 3.75(Ft/s)
Travel time = 0.22 min.
Time of concentration = 9.61 min.
Critical depth = 0.057(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 441.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.000(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 62.000(Ft.)
Channel base width = 0.500(Ft.)
28
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.781(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.781(CFS)
Depth of flow = 0.214(Ft.), Average velocity = 3.929(Ft/s)
Channel flow top width = 1.357(Ft.)
Flow Velocity = 3.93(Ft/s)
Travel time = 0.26 min.
Time of concentration = 9.88 min.
Critical depth = 0.293(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.925(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.925(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.290
Subarea runoff = 1.388(CFS) for 0.810(Ac.)
Total runoff = 1.431(CFS) Total area = 0.830(Ac.)
Depth of flow = 0.288(Ft.), Average velocity = 4.611(Ft/s)
Critical depth = 0.395(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.300(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 487.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.431(CFS)
Depth of flow = 0.112(Ft.), Average velocity = 2.402(Ft/s)
Channel flow top width = 5.670(Ft.)
Flow Velocity = 2.40(Ft/s)
Travel time = 3.38 min.
Time of concentration = 13.26 min.
Critical depth = 0.133(Ft.)
29
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.830(Ac.)
Runoff from this stream = 1.431(CFS)
Time of concentration = 13.26 min.
Rainfall intensity = 4.074(In/Hr)
Program is now starting with Main Stream No. 4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 442.000 to Point/Station 443.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 329.000(Ft.)
Lowest elevation = 323.000(Ft.)
Elevation difference = 6.000(Ft.) Slope = 5.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 5.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.89 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 5.000^(1/3)]= 7.89
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.25 minutes
for a distance of 20.00 (Ft.) and a slope of 5.00 %
with an elevation difference of 1.00(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.248 Minutes
Tt=[(11.9*0.0038^3)/( 1.00)]^.385= 0.25
Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus
0.25 minutes from the Figure 3-4 formula = 8.14 minutes
Rainfall intensity (I) = 5.578(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.234(CFS)
Total initial stream area = 0.120(Ac.)
30
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 443.000 to Point/Station 444.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 323.000(Ft.)
Downstream point elevation = 109.000(Ft.)
Channel length thru subarea = 805.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 6.152(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 6.152(CFS)
Depth of flow = 0.079(Ft.), Average velocity = 7.709(Ft/s)
Channel flow top width = 10.314(Ft.)
Flow Velocity = 7.71(Ft/s)
Travel time = 1.74 min.
Time of concentration = 9.88 min.
Critical depth = 0.223(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.923(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.923(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.439
Subarea runoff = 11.776(CFS) for 6.850(Ac.)
Total runoff = 12.010(CFS) Total area = 6.970(Ac.)
Depth of flow = 0.117(Ft.), Average velocity = 10.009(Ft/s)
Critical depth = 0.348(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 108.000(Ft.)
Downstream point elevation = 84.000(Ft.)
Channel length thru subarea = 727.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
31
Flow(q) thru subarea = 12.010(CFS)
Depth of flow = 0.541(Ft.), Average velocity = 4.800(Ft/s)
Channel flow top width = 6.247(Ft.)
Flow Velocity = 4.80(Ft/s)
Travel time = 2.52 min.
Time of concentration = 12.41 min.
Critical depth = 0.637(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 6.970(Ac.)
Runoff from this stream = 12.010(CFS)
Time of concentration = 12.41 min.
Rainfall intensity = 4.251(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 75.903 16.75 3.503
2 2.823 8.89 5.272
3 1.431 13.26 4.074
4 12.010 12.41 4.251
Qmax(1) =
1.000 * 1.000 * 75.903) +
0.664 * 1.000 * 2.823) +
0.860 * 1.000 * 1.431) +
0.824 * 1.000 * 12.010) + = 88.906
Qmax(2) =
1.000 * 0.531 * 75.903) +
1.000 * 1.000 * 2.823) +
1.000 * 0.671 * 1.431) +
1.000 * 0.716 * 12.010) + = 52.660
Qmax(3) =
1.000 * 0.791 * 75.903) +
0.773 * 1.000 * 2.823) +
1.000 * 1.000 * 1.431) +
0.958 * 1.000 * 12.010) + = 75.185
Qmax(4) =
1.000 * 0.741 * 75.903) +
0.806 * 1.000 * 2.823) +
1.000 * 0.936 * 1.431) +
1.000 * 1.000 * 12.010) + = 71.845
Total of 4 main streams to confluence:
Flow rates before confluence point:
32
75.903 2.823 1.431 12.010
Maximum flow rates at confluence using above data:
88.906 52.660 75.185 71.845
Area of streams before confluence:
47.760 1.190 0.830 6.970
Results of confluence:
Total flow rate = 88.906(CFS)
Time of concentration = 16.752 min.
Effective stream area after confluence = 56.750(Ac.)
End of computations, total study area = 56.750 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 02/16/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
100-Year Analysis of Basin 600
Based on Pre-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 600.000 to Point/Station 601.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 451.000(Ft.)
Lowest elevation = 446.000(Ft.)
Elevation difference = 5.000(Ft.) Slope = 5.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 5.00 %, in a development type of
General Industrial
2
In Accordance With Table 3-2
Initial Area Time of Concentration = 2.30 minutes
(for slope value of 5.00 %)
Calculated TC of 2.300 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 2.792(CFS)
Total initial stream area = 0.420(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 601.000 to Point/Station 602.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 446.000(Ft.)
End of street segment elevation = 411.000(Ft.)
Length of street segment = 625.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 12.129(CFS)
Depth of flow = 0.386(Ft.), Average velocity = 5.537(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.557(Ft.)
Flow velocity = 5.54(Ft/s)
Travel time = 1.88 min. TC = 4.18 min.
Adding area flow to street
Calculated TC of 4.181 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.597 CA = 2.799
3
Subarea runoff = 18.597(CFS) for 4.270(Ac.)
Total runoff = 21.389(CFS) Total area = 4.690(Ac.)
Street flow at end of street = 21.389(CFS)
Half street flow at end of street = 21.389(CFS)
Depth of flow = 0.458(Ft.), Average velocity = 6.351(Ft/s)
Flow width (from curb towards crown)= 18.157(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 603.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 411.000(Ft.)
Downstream point/station elevation = 350.000(Ft.)
Pipe length = 760.00(Ft.) Slope = 0.0803 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 21.389(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 21.389(CFS)
Normal flow depth in pipe = 11.30(In.)
Flow top width inside pipe = 17.40(In.)
Critical depth could not be calculated.
Pipe flow velocity = 18.32(Ft/s)
Travel time through pipe = 0.69 min.
Time of concentration (TC) = 4.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 603.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Calculated TC of 4.873 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 4.87 min.
Rainfall intensity = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.591 CA = 3.563
Subarea runoff = 5.836(CFS) for 1.340(Ac.)
Total runoff = 27.225(CFS) Total area = 6.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 603.000
**** CONFLUENCE OF MAIN STREAMS ****
4
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 6.030(Ac.)
Runoff from this stream = 27.225(CFS)
Time of concentration = 4.87 min.
Rainfall intensity = 7.641(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 604.000 to Point/Station 605.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 420.000(Ft.)
Lowest elevation = 400.000(Ft.)
Elevation difference = 20.000(Ft.) Slope = 20.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 20.00 %, in a development type of
Permanent Open Space
In Accordance With Table 3-2
Initial Area Time of Concentration = 6.90 minutes
(for slope value of 10.00 %)
Rainfall intensity (I) = 6.207(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.435(CFS)
Total initial stream area = 0.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 605.000 to Point/Station 606.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 400.000(Ft.)
Downstream point elevation = 364.000(Ft.)
Channel length thru subarea = 320.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 3.161(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 1.000(Ft.)
5
Flow(q) thru subarea = 3.161(CFS)
Depth of flow = 0.246(Ft.), Average velocity = 3.433(Ft/s)
Channel flow top width = 4.478(Ft.)
Flow Velocity = 3.43(Ft/s)
Travel time = 1.55 min.
Time of concentration = 8.45 min.
Critical depth = 0.293(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.445(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 5.445(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 1.071
Subarea runoff = 5.397(CFS) for 2.860(Ac.)
Total runoff = 5.832(CFS) Total area = 3.060(Ac.)
Depth of flow = 0.347(Ft.), Average velocity = 4.162(Ft/s)
Critical depth = 0.422(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 606.000 to Point/Station 607.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 357.000(Ft.)
End of street segment elevation = 345.000(Ft.)
Length of street segment = 550.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 7.812(CFS)
Depth of flow = 0.390(Ft.), Average velocity = 3.482(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.738(Ft.)
Flow velocity = 3.48(Ft/s)
Travel time = 2.63 min. TC = 11.09 min.
6
Adding area flow to street
Rainfall intensity (I) = 4.572(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.572(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.128
Subarea runoff = 3.897(CFS) for 3.020(Ac.)
Total runoff = 9.729(CFS) Total area = 6.080(Ac.)
Street flow at end of street = 9.729(CFS)
Half street flow at end of street = 9.729(CFS)
Depth of flow = 0.416(Ft.), Average velocity = 3.671(Ft/s)
Flow width (from curb towards crown)= 16.058(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 607.000 to Point/Station 608.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 345.000(Ft.)
Downstream point/station elevation = 344.600(Ft.)
Pipe length = 40.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.729(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 9.729(CFS)
Normal flow depth in pipe = 13.69(In.)
Flow top width inside pipe = 15.37(In.)
Critical Depth = 14.44(In.)
Pipe flow velocity = 6.75(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 11.18 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 607.000 to Point/Station 608.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 6.080(Ac.)
Runoff from this stream = 9.729(CFS)
Time of concentration = 11.18 min.
Rainfall intensity = 4.546(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 609.000 to Point/Station 610.000
7
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 362.000(Ft.)
Lowest elevation = 361.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.436(CFS)
Total initial stream area = 0.140(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 610.000 to Point/Station 608.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 361.000(Ft.)
End of street segment elevation = 358.000(Ft.)
Length of street segment = 345.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 3.848(CFS)
Depth of flow = 0.362(Ft.), Average velocity = 2.072(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.364(Ft.)
Flow velocity = 2.07(Ft/s)
8
Travel time = 2.78 min. TC = 11.18 min.
Adding area flow to street
Rainfall intensity (I) = 4.548(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.548(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 1.585
Subarea runoff = 6.771(CFS) for 2.640(Ac.)
Total runoff = 7.207(CFS) Total area = 2.780(Ac.)
Street flow at end of street = 7.207(CFS)
Half street flow at end of street = 7.207(CFS)
Depth of flow = 0.437(Ft.), Average velocity = 2.409(Ft/s)
Flow width (from curb towards crown)= 17.089(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 610.000 to Point/Station 608.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 2.780(Ac.)
Runoff from this stream = 7.207(CFS)
Time of concentration = 11.18 min.
Rainfall intensity = 4.548(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 9.729 11.18 4.546
2 7.207 11.18 4.548
Qmax(1) =
1.000 * 1.000 * 9.729) +
0.999 * 1.000 * 7.207) + = 16.932
Qmax(2) =
1.000 * 0.999 * 9.729) +
1.000 * 1.000 * 7.207) + = 16.928
Total of 2 streams to confluence:
Flow rates before confluence point:
9.729 7.207
Maximum flow rates at confluence using above data:
16.932 16.928
Area of streams before confluence:
9
6.080 2.780
Results of confluence:
Total flow rate = 16.932(CFS)
Time of concentration = 11.185 min.
Effective stream area after confluence = 8.860(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 608.000 to Point/Station 603.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 358.000(Ft.)
Downstream point/station elevation = 357.000(Ft.)
Pipe length = 100.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.932(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 16.932(CFS)
Normal flow depth in pipe = 15.49(In.)
Flow top width inside pipe = 22.96(In.)
Critical Depth = 17.79(In.)
Pipe flow velocity = 7.90(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 11.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 608.000 to Point/Station 603.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 8.860(Ac.)
Runoff from this stream = 16.932(CFS)
Time of concentration = 11.40 min.
Rainfall intensity = 4.491(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 27.225 4.87 7.641
2 16.932 11.40 4.491
Qmax(1) =
1.000 * 1.000 * 27.225) +
1.000 * 0.428 * 16.932) + = 34.464
Qmax(2) =
0.588 * 1.000 * 27.225) +
1.000 * 1.000 * 16.932) + = 32.935
Total of 2 main streams to confluence:
Flow rates before confluence point:
10
27.225 16.932
Maximum flow rates at confluence using above data:
34.464 32.935
Area of streams before confluence:
6.030 8.860
Results of confluence:
Total flow rate = 34.464(CFS)
Time of concentration = 4.873 min.
Effective stream area after confluence = 14.890(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 603.000 to Point/Station 611.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 350.000(Ft.)
Downstream point/station elevation = 340.000(Ft.)
Pipe length = 270.00(Ft.) Slope = 0.0370 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 34.464(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 34.464(CFS)
Normal flow depth in pipe = 16.13(In.)
Flow top width inside pipe = 22.54(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.37(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 5.17 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 603.000 to Point/Station 611.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 7.482(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 5.17 min.
Rainfall intensity = 7.482(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.494 CA = 7.931
Subarea runoff = 24.878(CFS) for 1.150(Ac.)
Total runoff = 59.342(CFS) Total area = 16.040(Ac.)
11
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 611.000 to Point/Station 612.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 340.000(Ft.)
Downstream point/station elevation = 260.000(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.4000 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 59.342(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 59.342(CFS)
Normal flow depth in pipe = 13.27(In.)
Flow top width inside pipe = 15.85(In.)
Critical depth could not be calculated.
Pipe flow velocity = 42.50(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 5.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 611.000 to Point/Station 612.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 16.040(Ac.)
Runoff from this stream = 59.342(CFS)
Time of concentration = 5.24 min.
Rainfall intensity = 7.410(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 613.000 to Point/Station 614.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 347.000(Ft.)
Lowest elevation = 340.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 7.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
12
Initial Area Time of Concentration = 6.00 minutes
(for slope value of 5.00 %)
Rainfall intensity (I) = 6.793(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.310(CFS)
Total initial stream area = 0.080(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 614.000 to Point/Station 615.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 340.000(Ft.)
End of street segment elevation = 302.000(Ft.)
Length of street segment = 865.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 5.638(CFS)
Depth of flow = 0.320(Ft.), Average velocity = 4.208(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.262(Ft.)
Flow velocity = 4.21(Ft/s)
Travel time = 3.43 min. TC = 9.43 min.
Adding area flow to street
Rainfall intensity (I) = 5.076(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 5.076(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.172
Subarea runoff = 10.714(CFS) for 3.730(Ac.)
Total runoff = 11.024(CFS) Total area = 3.810(Ac.)
Street flow at end of street = 11.024(CFS)
Half street flow at end of street = 11.024(CFS)
Depth of flow = 0.389(Ft.), Average velocity = 4.935(Ft/s)
13
Flow width (from curb towards crown)= 14.706(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 615.000 to Point/Station 612.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 302.000(Ft.)
Downstream point/station elevation = 260.000(Ft.)
Pipe length = 210.00(Ft.) Slope = 0.2000 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.024(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 11.024(CFS)
Normal flow depth in pipe = 7.34(In.)
Flow top width inside pipe = 11.70(In.)
Critical depth could not be calculated.
Pipe flow velocity = 21.89(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 9.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 615.000 to Point/Station 612.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.810(Ac.)
Runoff from this stream = 11.024(CFS)
Time of concentration = 9.59 min.
Rainfall intensity = 5.021(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 59.342 5.24 7.410
2 11.024 9.59 5.021
Qmax(1) =
1.000 * 1.000 * 59.342) +
1.000 * 0.547 * 11.024) + = 65.373
Qmax(2) =
0.678 * 1.000 * 59.342) +
1.000 * 1.000 * 11.024) + = 51.239
Total of 2 main streams to confluence:
Flow rates before confluence point:
59.342 11.024
Maximum flow rates at confluence using above data:
65.373 51.239
Area of streams before confluence:
14
16.040 3.810
Results of confluence:
Total flow rate = 65.373(CFS)
Time of concentration = 5.244 min.
Effective stream area after confluence = 19.850(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 612.000 to Point/Station 616.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 260.000(Ft.)
Downstream point elevation = 173.000(Ft.)
Channel length thru subarea = 625.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 77.240(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 77.240(CFS)
Depth of flow = 1.355(Ft.), Average velocity = 9.982(Ft/s)
Channel flow top width = 8.421(Ft.)
Flow Velocity = 9.98(Ft/s)
Travel time = 1.04 min.
Time of concentration = 6.29 min.
Critical depth = 1.859(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.591(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 6.591(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.457 CA = 13.508
Subarea runoff = 23.663(CFS) for 9.730(Ac.)
Total runoff = 89.036(CFS) Total area = 29.580(Ac.)
Depth of flow = 1.454(Ft.), Average velocity = 10.366(Ft/s)
Critical depth = 2.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 612.000 to Point/Station 616.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
15
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 29.580(Ac.)
Runoff from this stream = 89.036(CFS)
Time of concentration = 6.29 min.
Rainfall intensity = 6.591(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 617.000 to Point/Station 618.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 345.000(Ft.)
Lowest elevation = 344.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.717(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 618.000 to Point/Station 619.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 344.000(Ft.)
End of street segment elevation = 334.000(Ft.)
Length of street segment = 510.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
16
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 8.327(CFS)
Depth of flow = 0.404(Ft.), Average velocity = 3.396(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.430(Ft.)
Flow velocity = 3.40(Ft/s)
Travel time = 2.50 min. TC = 10.90 min.
Adding area flow to street
Rainfall intensity (I) = 4.621(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.621(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 3.437
Subarea runoff = 15.167(CFS) for 5.800(Ac.)
Total runoff = 15.883(CFS) Total area = 6.030(Ac.)
Street flow at end of street = 15.883(CFS)
Half street flow at end of street = 15.883(CFS)
Depth of flow = 0.491(Ft.), Average velocity = 3.972(Ft/s)
Flow width (from curb towards crown)= 19.819(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 619.000 to Point/Station 616.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 334.000(Ft.)
Downstream point/station elevation = 190.000(Ft.)
Pipe length = 610.00(Ft.) Slope = 0.2361 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.883(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 15.883(CFS)
Normal flow depth in pipe = 9.05(In.)
Flow top width inside pipe = 10.34(In.)
Critical depth could not be calculated.
Pipe flow velocity = 25.00(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 11.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
17
Process from Point/Station 619.000 to Point/Station 616.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 6.030(Ac.)
Runoff from this stream = 15.883(CFS)
Time of concentration = 11.31 min.
Rainfall intensity = 4.513(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 620.000 to Point/Station 621.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 307.000(Ft.)
Lowest elevation = 306.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.499(CFS)
Total initial stream area = 0.160(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 621.000 to Point/Station 622.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 306.000(Ft.)
End of street segment elevation = 285.000(Ft.)
Length of street segment = 685.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
18
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 7.991(CFS)
Depth of flow = 0.373(Ft.), Average velocity = 3.985(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.907(Ft.)
Flow velocity = 3.98(Ft/s)
Travel time = 2.87 min. TC = 11.27 min.
Adding area flow to street
Rainfall intensity (I) = 4.525(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.525(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 3.409
Subarea runoff = 14.925(CFS) for 5.820(Ac.)
Total runoff = 15.423(CFS) Total area = 5.980(Ac.)
Street flow at end of street = 15.423(CFS)
Half street flow at end of street = 15.423(CFS)
Depth of flow = 0.455(Ft.), Average velocity = 4.670(Ft/s)
Flow width (from curb towards crown)= 17.977(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 622.000 to Point/Station 622.100
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 285.000(Ft.)
Downstream point/station elevation = 252.000(Ft.)
Pipe length = 255.00(Ft.) Slope = 0.1294 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.423(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 15.423(CFS)
Normal flow depth in pipe = 8.93(In.)
Flow top width inside pipe = 14.72(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.25(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 11.47 min.
19
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 622.000 to Point/Station 622.100
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.471(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 11.47 min.
Rainfall intensity = 4.471(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 5.022
Subarea runoff = 7.030(CFS) for 2.830(Ac.)
Total runoff = 22.453(CFS) Total area = 8.810(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 622.100 to Point/Station 616.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 252.000(Ft.)
Downstream point/station elevation = 203.000(Ft.)
Pipe length = 150.00(Ft.) Slope = 0.3267 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.453(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 22.453(CFS)
Normal flow depth in pipe = 8.45(In.)
Flow top width inside pipe = 14.88(In.)
Critical depth could not be calculated.
Pipe flow velocity = 31.55(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 11.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 622.100 to Point/Station 616.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 8.810(Ac.)
Runoff from this stream = 22.453(CFS)
Time of concentration = 11.55 min.
Rainfall intensity = 4.451(In/Hr)
Summary of stream data:
20
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 89.036 6.29 6.591
2 15.883 11.31 4.513
3 22.453 11.55 4.451
Qmax(1) =
1.000 * 1.000 * 89.036) +
1.000 * 0.556 * 15.883) +
1.000 * 0.544 * 22.453) + = 110.084
Qmax(2) =
0.685 * 1.000 * 89.036) +
1.000 * 1.000 * 15.883) +
1.000 * 0.979 * 22.453) + = 98.829
Qmax(3) =
0.675 * 1.000 * 89.036) +
0.986 * 1.000 * 15.883) +
1.000 * 1.000 * 22.453) + = 98.252
Total of 3 main streams to confluence:
Flow rates before confluence point:
89.036 15.883 22.453
Maximum flow rates at confluence using above data:
110.084 98.829 98.252
Area of streams before confluence:
29.580 6.030 8.810
Results of confluence:
Total flow rate = 110.084(CFS)
Time of concentration = 6.287 min.
Effective stream area after confluence = 44.420(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 616.000 to Point/Station 623.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 173.000(Ft.)
Downstream point elevation = 149.000(Ft.)
Channel length thru subarea = 460.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 125.316(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 125.316(CFS)
Depth of flow = 1.608(Ft.), Average velocity = 6.818(Ft/s)
Channel flow top width = 17.862(Ft.)
21
Flow Velocity = 6.82(Ft/s)
Travel time = 1.12 min.
Time of concentration = 7.41 min.
Critical depth = 1.750(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.928(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 5.928(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.480 CA = 23.724
Subarea runoff = 30.542(CFS) for 5.020(Ac.)
Total runoff = 140.626(CFS) Total area = 49.440(Ac.)
Depth of flow = 1.697(Ft.), Average velocity = 7.028(Ft/s)
Critical depth = 1.859(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 616.000 to Point/Station 623.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 49.440(Ac.)
Runoff from this stream = 140.626(CFS)
Time of concentration = 7.41 min.
Rainfall intensity = 5.928(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 624.000 to Point/Station 625.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 249.000(Ft.)
Lowest elevation = 246.000(Ft.)
Elevation difference = 3.000(Ft.) Slope = 2.500 %
22
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 95.00 (Ft)
for the top area slope value of 2.50 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.00 minutes
(for slope value of 3.00 %)
Rainfall intensity (I) = 6.150(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.841(CFS)
Total initial stream area = 0.240(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 625.000 to Point/Station 626.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 246.000(Ft.)
End of street segment elevation = 240.500(Ft.)
Length of street segment = 345.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 4.941(CFS)
Depth of flow = 0.357(Ft.), Average velocity = 2.770(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.087(Ft.)
Flow velocity = 2.77(Ft/s)
Travel time = 2.08 min. TC = 9.08 min.
Adding area flow to street
Rainfall intensity (I) = 5.202(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 5.202(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 1.727
23
Subarea runoff = 8.142(CFS) for 2.790(Ac.)
Total runoff = 8.984(CFS) Total area = 3.030(Ac.)
Street flow at end of street = 8.984(CFS)
Half street flow at end of street = 8.984(CFS)
Depth of flow = 0.426(Ft.), Average velocity = 3.197(Ft/s)
Flow width (from curb towards crown)= 16.548(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 626.000 to Point/Station 627.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 240.500(Ft.)
Downstream point/station elevation = 203.000(Ft.)
Pipe length = 350.00(Ft.) Slope = 0.1071 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.984(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 8.984(CFS)
Normal flow depth in pipe = 7.90(In.)
Flow top width inside pipe = 11.38(In.)
Critical depth could not be calculated.
Pipe flow velocity = 16.38(Ft/s)
Travel time through pipe = 0.36 min.
Time of concentration (TC) = 9.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 626.000 to Point/Station 627.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 5.074(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 9.43 min.
Rainfall intensity = 5.074(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 4.948
Subarea runoff = 16.121(CFS) for 5.650(Ac.)
Total runoff = 25.104(CFS) Total area = 8.680(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 627.000 to Point/Station 623.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 203.000(Ft.)
24
Downstream point/station elevation = 149.000(Ft.)
Pipe length = 275.00(Ft.) Slope = 0.1964 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 25.104(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 25.104(CFS)
Normal flow depth in pipe = 10.90(In.)
Flow top width inside pipe = 13.37(In.)
Critical depth could not be calculated.
Pipe flow velocity = 26.31(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 9.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 627.000 to Point/Station 623.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 8.680(Ac.)
Runoff from this stream = 25.104(CFS)
Time of concentration = 9.61 min.
Rainfall intensity = 5.014(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 628.000 to Point/Station 629.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 105.000(Ft.)
Highest elevation = 208.000(Ft.)
Lowest elevation = 206.000(Ft.)
Elevation difference = 2.000(Ft.) Slope = 1.905 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 1.91 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.40 minutes
(for slope value of 2.00 %)
Rainfall intensity (I) = 5.934(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.913(CFS)
25
Total initial stream area = 0.270(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 629.000 to Point/Station 630.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 206.000(Ft.)
End of street segment elevation = 178.000(Ft.)
Length of street segment = 730.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 7.435(CFS)
Depth of flow = 0.354(Ft.), Average velocity = 4.266(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.930(Ft.)
Flow velocity = 4.27(Ft/s)
Travel time = 2.85 min. TC = 10.25 min.
Adding area flow to street
Rainfall intensity (I) = 4.808(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.808(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.890
Subarea runoff = 12.982(CFS) for 4.800(Ac.)
Total runoff = 13.896(CFS) Total area = 5.070(Ac.)
Street flow at end of street = 13.896(CFS)
Half street flow at end of street = 13.896(CFS)
Depth of flow = 0.426(Ft.), Average velocity = 4.956(Ft/s)
Flow width (from curb towards crown)= 16.530(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 630.000 to Point/Station 623.000
26
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 178.000(Ft.)
Downstream point/station elevation = 149.000(Ft.)
Pipe length = 300.00(Ft.) Slope = 0.0967 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.896(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 13.896(CFS)
Normal flow depth in pipe = 9.18(In.)
Flow top width inside pipe = 14.62(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.66(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 10.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 630.000 to Point/Station 623.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 5.070(Ac.)
Runoff from this stream = 13.896(CFS)
Time of concentration = 10.54 min.
Rainfall intensity = 4.725(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 140.626 7.41 5.928
2 25.104 9.61 5.014
3 13.896 10.54 4.725
Qmax(1) =
1.000 * 1.000 * 140.626) +
1.000 * 0.772 * 25.104) +
1.000 * 0.704 * 13.896) + = 169.771
Qmax(2) =
0.846 * 1.000 * 140.626) +
1.000 * 1.000 * 25.104) +
1.000 * 0.912 * 13.896) + = 156.739
Qmax(3) =
0.797 * 1.000 * 140.626) +
0.942 * 1.000 * 25.104) +
1.000 * 1.000 * 13.896) + = 149.635
Total of 3 main streams to confluence:
Flow rates before confluence point:
140.626 25.104 13.896
Maximum flow rates at confluence using above data:
27
169.771 156.739 149.635
Area of streams before confluence:
49.440 8.680 5.070
Results of confluence:
Total flow rate = 169.771(CFS)
Time of concentration = 7.412 min.
Effective stream area after confluence = 63.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 623.000 to Point/Station 631.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 149.000(Ft.)
Downstream point/station elevation = 126.000(Ft.)
Pipe length = 440.00(Ft.) Slope = 0.0523 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 169.771(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 169.771(CFS)
Normal flow depth in pipe = 28.92(In.)
Flow top width inside pipe = 34.15(In.)
Critical depth could not be calculated.
Pipe flow velocity = 25.75(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 7.70 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 623.000 to Point/Station 631.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 5.785(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 7.70 min.
Rainfall intensity = 5.785(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.492 CA = 32.713
Subarea runoff = 19.479(CFS) for 3.290(Ac.)
Total runoff = 189.250(CFS) Total area = 66.480(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 631.000 to Point/Station 632.000
28
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 126.000(Ft.)
Downstream point elevation = 82.000(Ft.)
Channel length thru subarea = 1230.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 189.276(CFS)
Manning's 'N' = 0.045
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 189.276(CFS)
Depth of flow = 2.171(Ft.), Average velocity = 7.571(Ft/s)
Channel flow top width = 18.028(Ft.)
Flow Velocity = 7.57(Ft/s)
Travel time = 2.71 min.
Time of concentration = 10.40 min.
Critical depth = 2.313(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.763(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
The area added to the existing stream causes a
a lower flow rate of Q = 186.699(CFS)
therefore the upstream flow rate of Q = 189.250(CFS) is being used
Rainfall intensity = 4.763(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.461 CA = 39.199
Subarea runoff = 0.000(CFS) for 18.530(Ac.)
Total runoff = 189.250(CFS) Total area = 85.010(Ac.)
Depth of flow = 2.171(Ft.), Average velocity = 7.571(Ft/s)
Critical depth = 2.313(Ft.)
End of computations, total study area = 85.010 (Ac.)
2-, 10-, AND 100-YEAR
PROPOSED CONDITION ANALYSES
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
2-Year Analysis of Basins 100, 200, and 300 for Hydromodification
Based on Post-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 2.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.350
24 hour precipitation(inches) = 2.100
P6/P24 = 64.3%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 385.700(Ft.)
Lowest elevation = 384.800(Ft.)
Elevation difference = 0.900(Ft.) Slope = 0.900 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 0.90 %, in a development type of
Limited Industrial
2
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.61 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 0.900^(1/3)]= 3.61
Calculated TC of 3.610 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.695(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.100
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 384.800(Ft.)
Downstream point elevation = 368.000(Ft.)
Channel length thru subarea = 107.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.695(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.695(CFS)
Depth of flow = 0.037(Ft.), Average velocity = 1.820(Ft/s)
Channel flow top width = 10.737(Ft.)
Flow Velocity = 1.82(Ft/s)
Travel time = 0.98 min.
Time of concentration = 4.59 min.
Critical depth = 0.052(Ft.)
Adding area flow to channel
Calculated TC of 4.590 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 0.196
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 0.695(CFS) Total area = 0.230(Ac.)
Depth of flow = 0.037(Ft.), Average velocity = 1.820(Ft/s)
Critical depth = 0.052(Ft.)
3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.100 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 368.000(Ft.)
End of street segment elevation = 340.000(Ft.)
Length of street segment = 910.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 9.420(CFS)
Depth of flow = 0.392(Ft.), Average velocity = 4.151(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.827(Ft.)
Flow velocity = 4.15(Ft/s)
Travel time = 3.65 min. TC = 8.24 min.
Adding area flow to street
Rainfall intensity (I) = 2.576(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 2.576(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 7.010
Subarea runoff = 17.364(CFS) for 8.310(Ac.)
Total runoff = 18.059(CFS) Total area = 8.540(Ac.)
Street flow at end of street = 18.059(CFS)
Half street flow at end of street = 18.059(CFS)
Depth of flow = 0.477(Ft.), Average velocity = 4.859(Ft/s)
Flow width (from curb towards crown)= 19.093(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
4
Upstream point/station elevation = 340.000(Ft.)
Downstream point/station elevation = 320.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0580 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.059(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 18.059(CFS)
Normal flow depth in pipe = 11.25(In.)
Flow top width inside pipe = 17.43(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.55(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 8.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.504(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 8.61 min.
Rainfall intensity = 2.504(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 10.331
Subarea runoff = 7.813(CFS) for 4.050(Ac.)
Total runoff = 25.872(CFS) Total area = 12.590(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 320.000(Ft.)
Downstream point elevation = 298.000(Ft.)
Channel length thru subarea = 265.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 26.808(CFS)
Manning's 'N' = 0.060
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 26.808(CFS)
Depth of flow = 0.538(Ft.), Average velocity = 4.290(Ft/s)
Channel flow top width = 13.228(Ft.)
Flow Velocity = 4.29(Ft/s)
5
Travel time = 1.03 min.
Time of concentration = 9.64 min.
Critical depth = 0.570(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.329(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.329(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.698 CA = 11.888
Subarea runoff = 1.810(CFS) for 4.450(Ac.)
Total runoff = 27.682(CFS) Total area = 17.040(Ac.)
Depth of flow = 0.548(Ft.), Average velocity = 4.338(Ft/s)
Critical depth = 0.586(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 298.000(Ft.)
Downstream point/station elevation = 296.000(Ft.)
Pipe length = 95.00(Ft.) Slope = 0.0211 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.682(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 27.682(CFS)
Normal flow depth in pipe = 16.90(In.)
Flow top width inside pipe = 21.91(In.)
Critical Depth = 21.86(In.)
Pipe flow velocity = 11.71(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 9.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 17.040(Ac.)
Runoff from this stream = 27.682(CFS)
Time of concentration = 9.78 min.
Rainfall intensity = 2.308(In/Hr)
Program is now starting with Main Stream No. 2
6
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Initial subarea total flow distance = 130.000(Ft.)
Highest elevation = 334.000(Ft.)
Lowest elevation = 332.700(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
10.9 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.90 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.648(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.600
Subarea runoff = 0.699(CFS)
Total initial stream area = 0.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 332.700(Ft.)
End of street segment elevation = 296.000(Ft.)
Length of street segment = 710.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.748(CFS)
Depth of flow = 0.256(Ft.), Average velocity = 3.802(Ft/s)
7
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.072(Ft.)
Flow velocity = 3.80(Ft/s)
Travel time = 3.11 min. TC = 11.01 min.
Adding area flow to street
Rainfall intensity (I) = 2.137(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Rainfall intensity = 2.137(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.600 CA = 2.208
Subarea runoff = 4.020(CFS) for 3.240(Ac.)
Total runoff = 4.719(CFS) Total area = 3.680(Ac.)
Street flow at end of street = 4.719(CFS)
Half street flow at end of street = 4.719(CFS)
Depth of flow = 0.298(Ft.), Average velocity = 4.298(Ft/s)
Flow width (from curb towards crown)= 10.133(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.680(Ac.)
Runoff from this stream = 4.719(CFS)
Time of concentration = 11.01 min.
Rainfall intensity = 2.137(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 27.682 9.78 2.308
2 4.719 11.01 2.137
Qmax(1) =
1.000 * 1.000 * 27.682) +
1.000 * 0.888 * 4.719) + = 31.873
Qmax(2) =
0.926 * 1.000 * 27.682) +
1.000 * 1.000 * 4.719) + = 30.359
Total of 2 main streams to confluence:
Flow rates before confluence point:
8
27.682 4.719
Maximum flow rates at confluence using above data:
31.873 30.359
Area of streams before confluence:
17.040 3.680
Results of confluence:
Total flow rate = 31.873(CFS)
Time of concentration = 9.778 min.
Effective stream area after confluence = 20.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 296.000(Ft.)
Downstream point/station elevation = 288.000(Ft.)
Pipe length = 240.00(Ft.) Slope = 0.0333 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 31.873(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 31.873(CFS)
Normal flow depth in pipe = 15.82(In.)
Flow top width inside pipe = 22.75(In.)
Critical Depth = 22.66(In.)
Pipe flow velocity = 14.51(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 10.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 20.720(Ac.)
Runoff from this stream = 31.873(CFS)
Time of concentration = 10.05 min.
Rainfall intensity = 2.267(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
9
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 328.700(Ft.)
Lowest elevation = 328.000(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.247(CFS)
Total initial stream area = 0.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 328.000(Ft.)
End of street segment elevation = 288.000(Ft.)
Length of street segment = 1110.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.885(CFS)
Depth of flow = 0.273(Ft.), Average velocity = 3.341(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.900(Ft.)
Flow velocity = 3.34(Ft/s)
Travel time = 5.54 min. TC = 13.94 min.
Adding area flow to street
Rainfall intensity (I) = 1.836(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
10
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 1.836(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.964
Subarea runoff = 5.196(CFS) for 5.030(Ac.)
Total runoff = 5.443(CFS) Total area = 5.200(Ac.)
Street flow at end of street = 5.443(CFS)
Half street flow at end of street = 5.443(CFS)
Depth of flow = 0.326(Ft.), Average velocity = 3.869(Ft/s)
Flow width (from curb towards crown)= 11.556(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.200(Ac.)
Runoff from this stream = 5.443(CFS)
Time of concentration = 13.94 min.
Rainfall intensity = 1.836(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 31.873 10.05 2.267
2 5.443 13.94 1.836
Qmax(1) =
1.000 * 1.000 * 31.873) +
1.000 * 0.721 * 5.443) + = 35.799
Qmax(2) =
0.810 * 1.000 * 31.873) +
1.000 * 1.000 * 5.443) + = 31.262
Total of 2 main streams to confluence:
Flow rates before confluence point:
31.873 5.443
Maximum flow rates at confluence using above data:
35.799 31.262
Area of streams before confluence:
20.720 5.200
Results of confluence:
Total flow rate = 35.799(CFS)
11
Time of concentration = 10.054 min.
Effective stream area after confluence = 25.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 288.000(Ft.)
Downstream point/station elevation = 218.000(Ft.)
Pipe length = 305.00(Ft.) Slope = 0.2295 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 35.799(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 35.799(CFS)
Normal flow depth in pipe = 11.21(In.)
Flow top width inside pipe = 17.45(In.)
Critical depth could not be calculated.
Pipe flow velocity = 30.91(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 10.22 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 218.000(Ft.)
Downstream point elevation = 198.000(Ft.)
Channel length thru subarea = 635.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 36.107(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 36.107(CFS)
Depth of flow = 1.103(Ft.), Average velocity = 4.545(Ft/s)
Channel flow top width = 9.410(Ft.)
Flow Velocity = 4.55(Ft/s)
Travel time = 2.33 min.
Time of concentration = 12.55 min.
Critical depth = 1.016(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.965(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
12
Rainfall intensity = 1.965(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.662 CA = 18.494
Subarea runoff = 0.541(CFS) for 2.020(Ac.)
Total runoff = 36.340(CFS) Total area = 27.940(Ac.)
Depth of flow = 1.106(Ft.), Average velocity = 4.554(Ft/s)
Critical depth = 1.023(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.940(Ac.)
Runoff from this stream = 36.340(CFS)
Time of concentration = 12.55 min.
Rainfall intensity = 1.965(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 115.000(Ft.)
Highest elevation = 337.000(Ft.)
Lowest elevation = 330.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 6.087 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.09 %, in a development type of
Permanent Open Space
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.70 minutes
(for slope value of 5.00 %)
Rainfall intensity (I) = 2.488(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.131(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
13
Process from Point/Station 114.000 to Point/Station 115.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 330.000(Ft.)
Downstream point elevation = 240.000(Ft.)
Channel length thru subarea = 420.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.699(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.699(CFS)
Depth of flow = 0.042(Ft.), Average velocity = 1.611(Ft/s)
Channel flow top width = 10.834(Ft.)
Flow Velocity = 1.61(Ft/s)
Travel time = 4.35 min.
Time of concentration = 13.05 min.
Critical depth = 0.053(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.916(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 1.916(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.612
Subarea runoff = 1.043(CFS) for 1.600(Ac.)
Total runoff = 1.174(CFS) Total area = 1.750(Ac.)
Depth of flow = 0.057(Ft.), Average velocity = 1.960(Ft/s)
Critical depth = 0.073(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 240.000(Ft.)
End of street segment elevation = 203.000(Ft.)
Length of street segment = 900.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
14
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 8.524(CFS)
Depth of flow = 0.364(Ft.), Average velocity = 4.525(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.463(Ft.)
Flow velocity = 4.52(Ft/s)
Travel time = 3.32 min. TC = 16.36 min.
Adding area flow to street
Rainfall intensity (I) = 1.656(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 1.656(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.666 CA = 9.622
Subarea runoff = 14.759(CFS) for 12.690(Ac.)
Total runoff = 15.933(CFS) Total area = 14.440(Ac.)
Street flow at end of street = 15.933(CFS)
Half street flow at end of street = 15.933(CFS)
Depth of flow = 0.439(Ft.), Average velocity = 5.260(Ft/s)
Flow width (from curb towards crown)= 17.199(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 203.000(Ft.)
Downstream point/station elevation = 198.000(Ft.)
Pipe length = 100.00(Ft.) Slope = 0.0500 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.933(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 15.933(CFS)
Normal flow depth in pipe = 10.88(In.)
Flow top width inside pipe = 17.61(In.)
Critical Depth = 17.08(In.)
Pipe flow velocity = 14.29(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 16.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
15
Process from Point/Station 116.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.440(Ac.)
Runoff from this stream = 15.933(CFS)
Time of concentration = 16.48 min.
Rainfall intensity = 1.648(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 36.340 12.55 1.965
2 15.933 16.48 1.648
Qmax(1) =
1.000 * 1.000 * 36.340) +
1.000 * 0.761 * 15.933) + = 48.472
Qmax(2) =
0.839 * 1.000 * 36.340) +
1.000 * 1.000 * 15.933) + = 46.415
Total of 2 main streams to confluence:
Flow rates before confluence point:
36.340 15.933
Maximum flow rates at confluence using above data:
48.472 46.415
Area of streams before confluence:
27.940 14.440
Results of confluence:
Total flow rate = 48.472(CFS)
Time of concentration = 12.547 min.
Effective stream area after confluence = 42.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 198.000(Ft.)
Downstream point/station elevation = 189.000(Ft.)
Pipe length = 360.00(Ft.) Slope = 0.0250 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 48.472(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 48.472(CFS)
Normal flow depth in pipe = 21.89(In.)
Flow top width inside pipe = 21.15(In.)
Critical depth could not be calculated.
16
Pipe flow velocity = 14.04(Ft/s)
Travel time through pipe = 0.43 min.
Time of concentration (TC) = 12.97 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 1.923(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 12.97 min.
Rainfall intensity = 1.923(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.673 CA = 36.324
Subarea runoff = 21.377(CFS) for 11.560(Ac.)
Total runoff = 69.849(CFS) Total area = 53.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 53.940(Ac.)
Runoff from this stream = 69.849(CFS)
Time of concentration = 12.97 min.
Rainfall intensity = 1.923(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 80.000(Ft.)
17
Highest elevation = 274.600(Ft.)
Lowest elevation = 273.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.276(CFS)
Total initial stream area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 119.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 273.800(Ft.)
End of street segment elevation = 181.000(Ft.)
Length of street segment = 1290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 8.903(CFS)
Depth of flow = 0.340(Ft.), Average velocity = 5.659(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.256(Ft.)
Flow velocity = 5.66(Ft/s)
Travel time = 3.80 min. TC = 12.20 min.
Adding area flow to street
Rainfall intensity (I) = 2.001(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
18
Rainfall intensity = 2.001(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 8.715
Subarea runoff = 17.162(CFS) for 15.100(Ac.)
Total runoff = 17.438(CFS) Total area = 15.290(Ac.)
Street flow at end of street = 17.438(CFS)
Half street flow at end of street = 17.438(CFS)
Depth of flow = 0.415(Ft.), Average velocity = 6.646(Ft/s)
Flow width (from curb towards crown)= 15.977(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 181.000(Ft.)
Downstream point/station elevation = 177.900(Ft.)
Pipe length = 310.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 17.438(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 17.438(CFS)
Normal flow depth in pipe = 15.82(In.)
Flow top width inside pipe = 22.75(In.)
Critical Depth = 18.06(In.)
Pipe flow velocity = 7.95(Ft/s)
Travel time through pipe = 0.65 min.
Time of concentration (TC) = 12.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 15.290(Ac.)
Runoff from this stream = 17.438(CFS)
Time of concentration = 12.85 min.
Rainfall intensity = 1.935(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 69.849 12.97 1.923
2 17.438 12.85 1.935
Qmax(1) =
1.000 * 1.000 * 69.849) +
0.994 * 1.000 * 17.438) + = 87.179
Qmax(2) =
1.000 * 0.990 * 69.849) +
19
1.000 * 1.000 * 17.438) + = 86.616
Total of 2 main streams to confluence:
Flow rates before confluence point:
69.849 17.438
Maximum flow rates at confluence using above data:
87.179 86.616
Area of streams before confluence:
53.940 15.290
Results of confluence:
Total flow rate = 87.179(CFS)
Time of concentration = 12.974 min.
Effective stream area after confluence = 69.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 177.900(Ft.)
Downstream point/station elevation = 148.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0867 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 87.179(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 87.179(CFS)
Normal flow depth in pipe = 21.14(In.)
Flow top width inside pipe = 22.26(In.)
Critical depth could not be calculated.
Pipe flow velocity = 26.11(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 13.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 1.902(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Time of concentration = 13.19 min.
Rainfall intensity = 1.902(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.659 CA = 47.726
20
Subarea runoff = 3.603(CFS) for 3.160(Ac.)
Total runoff = 90.782(CFS) Total area = 72.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 122.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 148.000(Ft.)
Downstream point/station elevation = 125.000(Ft.)
Pipe length = 77.00(Ft.) Slope = 0.2987 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.782(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 90.782(CFS)
Normal flow depth in pipe = 15.28(In.)
Flow top width inside pipe = 23.09(In.)
Critical depth could not be calculated.
Pipe flow velocity = 43.01(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 13.22 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 125.000(Ft.)
Downstream point/station elevation = 85.000(Ft.)
Pipe length = 815.00(Ft.) Slope = 0.0491 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.782(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 90.782(CFS)
Normal flow depth in pipe = 24.56(In.)
Flow top width inside pipe = 23.11(In.)
Critical depth could not be calculated.
Pipe flow velocity = 21.10(Ft/s)
Travel time through pipe = 0.64 min.
Time of concentration (TC) = 13.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 72.390(Ac.)
Runoff from this stream = 90.782(CFS)
Time of concentration = 13.87 min.
Rainfall intensity = 1.842(In/Hr)
Program is now starting with Main Stream No. 2
21
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 181.600(Ft.)
Lowest elevation = 181.000(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 2.33 %, in a development type of
Limited Industrial
In Accordance With Table 3-2
Initial Area Time of Concentration = 3.10 minutes
(for slope value of 2.00 %)
Calculated TC of 3.100 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.272(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 181.000(Ft.)
End of street segment elevation = 111.000(Ft.)
Length of street segment = 921.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
22
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 1.930(CFS)
Depth of flow = 0.221(Ft.), Average velocity = 4.103(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.318(Ft.)
Flow velocity = 4.10(Ft/s)
Travel time = 3.74 min. TC = 6.84 min.
Adding area flow to street
Rainfall intensity (I) = 2.906(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 2.906(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 1.258
Subarea runoff = 3.383(CFS) for 1.390(Ac.)
Total runoff = 3.655(CFS) Total area = 1.480(Ac.)
Street flow at end of street = 3.655(CFS)
Half street flow at end of street = 3.655(CFS)
Depth of flow = 0.263(Ft.), Average velocity = 4.706(Ft/s)
Flow width (from curb towards crown)= 8.399(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 111.000(Ft.)
Downstream point elevation = 105.500(Ft.)
Channel length thru subarea = 383.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Estimated mean flow rate at midpoint of channel = 8.880(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 8.880(CFS)
Depth of flow = 0.238(Ft.), Average velocity = 1.706(Ft/s)
Channel flow top width = 33.779(Ft.)
Flow Velocity = 1.71(Ft/s)
Travel time = 3.74 min.
Time of concentration = 10.58 min.
Critical depth = 0.207(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.193(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
23
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.193(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.396 CA = 6.399
Subarea runoff = 10.379(CFS) for 14.690(Ac.)
Total runoff = 14.034(CFS) Total area = 16.170(Ac.)
Depth of flow = 0.295(Ft.), Average velocity = 1.925(Ft/s)
Critical depth = 0.262(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 99.600(Ft.)
Downstream point/station elevation = 86.200(Ft.)
Pipe length = 298.00(Ft.) Slope = 0.0450 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.034(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 14.034(CFS)
Normal flow depth in pipe = 10.36(In.)
Flow top width inside pipe = 17.79(In.)
Critical Depth = 16.58(In.)
Pipe flow velocity = 13.32(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 10.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 16.170(Ac.)
Runoff from this stream = 14.034(CFS)
Time of concentration = 10.96 min.
Rainfall intensity = 2.145(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
24
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 250.000(Ft.)
Highest elevation = 163.000(Ft.)
Lowest elevation = 139.000(Ft.)
Elevation difference = 24.000(Ft.) Slope = 9.600 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 9.60 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.35 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 9.600^(1/3)]= 6.35
The initial area total distance of 250.00 (Ft.) entered leaves a
remaining distance of 150.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 150.00 (Ft.) and a slope of 9.60 %
with an elevation difference of 14.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.912 Minutes
Tt=[(11.9*0.0284^3)/( 14.40)]^.385= 0.91
Total initial area Ti = 6.35 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 7.26 minutes
Rainfall intensity (I) = 2.795(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.998(CFS)
Total initial stream area = 1.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 302.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 139.000(Ft.)
Downstream point elevation = 111.000(Ft.)
Channel length thru subarea = 60.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.045
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.998(CFS)
Depth of flow = 0.039(Ft.), Average velocity = 2.562(Ft/s)
Channel flow top width = 10.155(Ft.)
Flow Velocity = 2.56(Ft/s)
Travel time = 0.39 min.
Time of concentration = 7.65 min.
25
Critical depth = 0.067(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 111.000(Ft.)
Downstream point elevation = 103.000(Ft.)
Channel length thru subarea = 450.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Estimated mean flow rate at midpoint of channel = 3.274(CFS)
Manning's 'N' = 0.031
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 3.274(CFS)
Depth of flow = 0.140(Ft.), Average velocity = 1.371(Ft/s)
Channel flow top width = 24.034(Ft.)
Flow Velocity = 1.37(Ft/s)
Travel time = 5.47 min.
Time of concentration = 13.12 min.
Critical depth = 0.121(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.909(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 1.909(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.856
Subarea runoff = 4.453(CFS) for 7.140(Ac.)
Total runoff = 5.451(CFS) Total area = 8.160(Ac.)
Depth of flow = 0.181(Ft.), Average velocity = 1.579(Ft/s)
Critical depth = 0.160(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 93.500(Ft.)
Downstream point/station elevation = 71.300(Ft.)
Pipe length = 119.00(Ft.) Slope = 0.1866 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.451(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 5.451(CFS)
26
Normal flow depth in pipe = 5.88(In.)
Flow top width inside pipe = 8.56(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.81(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 13.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 8.160(Ac.)
Runoff from this stream = 5.451(CFS)
Time of concentration = 13.24 min.
Rainfall intensity = 1.898(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 90.782 13.87 1.842
2 14.034 10.96 2.145
3 5.451 13.24 1.898
Qmax(1) =
1.000 * 1.000 * 90.782) +
0.859 * 1.000 * 14.034) +
0.970 * 1.000 * 5.451) + = 108.126
Qmax(2) =
1.000 * 0.790 * 90.782) +
1.000 * 1.000 * 14.034) +
1.000 * 0.828 * 5.451) + = 90.263
Qmax(3) =
1.000 * 0.954 * 90.782) +
0.885 * 1.000 * 14.034) +
1.000 * 1.000 * 5.451) + = 104.518
Total of 3 main streams to confluence:
Flow rates before confluence point:
90.782 14.034 5.451
Maximum flow rates at confluence using above data:
108.126 90.263 104.518
Area of streams before confluence:
72.390 16.170 8.160
Results of confluence:
Total flow rate = 108.126(CFS)
Time of concentration = 13.868 min.
27
Effective stream area after confluence = 96.720(Ac.)
End of computations, total study area = 96.720 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
2-Year Analysis of Basin 400 for Hydromodification
Based on Post-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 2.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.350
24 hour precipitation(inches) = 2.100
P6/P24 = 64.3%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 362.000(Ft.)
Lowest elevation = 361.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
2
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.189(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 361.000(Ft.)
End of street segment elevation = 329.000(Ft.)
Length of street segment = 815.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.742(CFS)
Depth of flow = 0.266(Ft.), Average velocity = 3.415(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.554(Ft.)
Flow velocity = 3.42(Ft/s)
Travel time = 3.98 min. TC = 12.38 min.
Adding area flow to street
Rainfall intensity (I) = 1.982(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(4.3 DU/A or Less )
Impervious value, Ai = 0.300
Sub-Area C Value = 0.520
Rainfall intensity = 1.982(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.521 CA = 2.633
Subarea runoff = 5.030(CFS) for 4.920(Ac.)
Total runoff = 5.218(CFS) Total area = 5.050(Ac.)
Street flow at end of street = 5.218(CFS)
Half street flow at end of street = 5.218(CFS)
3
Depth of flow = 0.318(Ft.), Average velocity = 3.959(Ft/s)
Flow width (from curb towards crown)= 11.166(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.000(Ft.)
Downstream point/station elevation = 310.000(Ft.)
Pipe length = 185.00(Ft.) Slope = 0.1027 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.218(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 5.218(CFS)
Normal flow depth in pipe = 7.25(In.)
Flow top width inside pipe = 7.12(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.68(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 12.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 1.959(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 12.60 min.
Rainfall intensity = 1.959(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.506 CA = 2.804
Subarea runoff = 0.276(CFS) for 0.490(Ac.)
Total runoff = 5.494(CFS) Total area = 5.540(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.540(Ac.)
Runoff from this stream = 5.494(CFS)
Time of concentration = 12.60 min.
4
Rainfall intensity = 1.959(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 405.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.300(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.160(CFS)
Total initial stream area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 8.40 min.
Rainfall intensity = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.393
Subarea runoff = 0.841(CFS) for 0.580(Ac.)
Total runoff = 1.001(CFS) Total area = 0.690(Ac.)
5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.300(Ft.)
Downstream point/station elevation = 322.300(Ft.)
Pipe length = 400.00(Ft.) Slope = 0.0175 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.001(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.001(CFS)
Normal flow depth in pipe = 4.27(In.)
Flow top width inside pipe = 8.99(In.)
Critical Depth = 5.51(In.)
Pipe flow velocity = 4.84(Ft/s)
Travel time through pipe = 1.38 min.
Time of concentration (TC) = 9.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff from this stream = 1.001(CFS)
Time of concentration = 9.78 min.
Rainfall intensity = 2.308(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 325.000(Ft.)
Lowest elevation = 324.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
6
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.305(CFS)
Total initial stream area = 0.210(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 409.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 324.000(Ft.)
End of street segment elevation = 320.200(Ft.)
Length of street segment = 395.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.575(CFS)
Depth of flow = 0.318(Ft.), Average velocity = 1.958(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.152(Ft.)
Flow velocity = 1.96(Ft/s)
Travel time = 3.36 min. TC = 11.76 min.
Adding area flow to street
Rainfall intensity (I) = 2.049(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.049(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.326
Subarea runoff = 4.459(CFS) for 3.870(Ac.)
Total runoff = 4.764(CFS) Total area = 4.080(Ac.)
Street flow at end of street = 4.764(CFS)
Half street flow at end of street = 4.764(CFS)
Depth of flow = 0.380(Ft.), Average velocity = 2.266(Ft/s)
7
Flow width (from curb towards crown)= 14.253(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.200(Ft.)
Downstream point/station elevation = 317.300(Ft.)
Pipe length = 290.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.764(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.764(CFS)
Normal flow depth in pipe = 9.59(In.)
Flow top width inside pipe = 14.41(In.)
Critical Depth = 10.62(In.)
Pipe flow velocity = 5.76(Ft/s)
Travel time through pipe = 0.84 min.
Time of concentration (TC) = 12.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.080(Ac.)
Runoff from this stream = 4.764(CFS)
Time of concentration = 12.60 min.
Rainfall intensity = 1.959(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.001 9.78 2.308
2 4.764 12.60 1.959
Qmax(1) =
1.000 * 1.000 * 1.001) +
1.000 * 0.776 * 4.764) + = 4.697
Qmax(2) =
0.849 * 1.000 * 1.001) +
1.000 * 1.000 * 4.764) + = 5.614
Total of 2 streams to confluence:
Flow rates before confluence point:
1.001 4.764
Maximum flow rates at confluence using above data:
4.697 5.614
Area of streams before confluence:
0.690 4.080
8
Results of confluence:
Total flow rate = 5.614(CFS)
Time of concentration = 12.601 min.
Effective stream area after confluence = 4.770(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 317.300(Ft.)
Downstream point/station elevation = 300.000(Ft.)
Pipe length = 225.00(Ft.) Slope = 0.0769 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.614(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.614(CFS)
Normal flow depth in pipe = 6.48(In.)
Flow top width inside pipe = 11.96(In.)
Critical Depth = 11.32(In.)
Pipe flow velocity = 12.98(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 12.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.770(Ac.)
Runoff from this stream = 5.614(CFS)
Time of concentration = 12.89 min.
Rainfall intensity = 1.931(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 5.494 12.60 1.959
2 5.614 12.89 1.931
Qmax(1) =
1.000 * 1.000 * 5.494) +
1.000 * 0.978 * 5.614) + = 10.983
Qmax(2) =
0.986 * 1.000 * 5.494) +
1.000 * 1.000 * 5.614) + = 11.029
Total of 2 main streams to confluence:
Flow rates before confluence point:
5.494 5.614
9
Maximum flow rates at confluence using above data:
10.983 11.029
Area of streams before confluence:
5.540 4.770
Results of confluence:
Total flow rate = 11.029(CFS)
Time of concentration = 12.890 min.
Effective stream area after confluence = 10.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 300.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 835.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 11.231(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 11.231(CFS)
Depth of flow = 0.671(Ft.), Average velocity = 9.083(Ft/s)
Channel flow top width = 3.185(Ft.)
Flow Velocity = 9.08(Ft/s)
Travel time = 1.53 min.
Time of concentration = 14.42 min.
Critical depth = 1.023(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.796(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 1.796(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.502 CA = 6.328
Subarea runoff = 0.337(CFS) for 2.300(Ac.)
Total runoff = 11.366(CFS) Total area = 12.610(Ac.)
Depth of flow = 0.675(Ft.), Average velocity = 9.111(Ft/s)
Critical depth = 1.031(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
10
Process from Point/Station 403.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.610(Ac.)
Runoff from this stream = 11.366(CFS)
Time of concentration = 14.42 min.
Rainfall intensity = 1.796(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 412.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.400(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.174(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 413.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 329.400(Ft.)
Downstream point elevation = 326.000(Ft.)
Channel length thru subarea = 250.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.816(CFS)
11
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.816(CFS)
Depth of flow = 0.248(Ft.), Average velocity = 3.310(Ft/s)
Channel flow top width = 1.491(Ft.)
Flow Velocity = 3.31(Ft/s)
Travel time = 1.26 min.
Time of concentration = 9.66 min.
Critical depth = 0.297(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.326(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.326(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.599
Subarea runoff = 1.218(CFS) for 0.930(Ac.)
Total runoff = 1.392(CFS) Total area = 1.050(Ac.)
Depth of flow = 0.321(Ft.), Average velocity = 3.807(Ft/s)
Critical depth = 0.391(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 326.000(Ft.)
Downstream point/station elevation = 320.500(Ft.)
Pipe length = 375.00(Ft.) Slope = 0.0147 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.392(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.392(CFS)
Normal flow depth in pipe = 5.52(In.)
Flow top width inside pipe = 8.77(In.)
Critical Depth = 6.52(In.)
Pipe flow velocity = 4.90(Ft/s)
Travel time through pipe = 1.28 min.
Time of concentration (TC) = 10.93 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.147(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
12
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 10.93 min.
Rainfall intensity = 2.147(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.816
Subarea runoff = 4.654(CFS) for 3.890(Ac.)
Total runoff = 6.046(CFS) Total area = 4.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.500(Ft.)
Downstream point/station elevation = 316.600(Ft.)
Pipe length = 430.00(Ft.) Slope = 0.0091 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.046(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.046(CFS)
Normal flow depth in pipe = 12.07(In.)
Flow top width inside pipe = 11.89(In.)
Critical Depth = 11.92(In.)
Pipe flow velocity = 5.71(Ft/s)
Travel time through pipe = 1.25 min.
Time of concentration (TC) = 12.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.002(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 12.19 min.
Rainfall intensity = 2.002(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 4.212
Subarea runoff = 2.387(CFS) for 2.450(Ac.)
Total runoff = 8.433(CFS) Total area = 7.390(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 316.600(Ft.)
Downstream point/station elevation = 306.000(Ft.)
Pipe length = 280.00(Ft.) Slope = 0.0379 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.433(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.433(CFS)
Normal flow depth in pipe = 8.99(In.)
Flow top width inside pipe = 14.70(In.)
Critical Depth = 13.61(In.)
Pipe flow velocity = 10.98(Ft/s)
Travel time through pipe = 0.43 min.
Time of concentration (TC) = 12.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 7.390(Ac.)
Runoff from this stream = 8.433(CFS)
Time of concentration = 12.61 min.
Rainfall intensity = 1.958(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 417.000 to Point/Station 418.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 308.000(Ft.)
Lowest elevation = 307.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
14
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 2.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.218(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 418.000 to Point/Station 419.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 307.000(Ft.)
End of street segment elevation = 303.000(Ft.)
Length of street segment = 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 1.033(CFS)
Depth of flow = 0.234(Ft.), Average velocity = 1.859(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.961(Ft.)
Flow velocity = 1.86(Ft/s)
Travel time = 2.51 min. TC = 10.91 min.
Adding area flow to street
Rainfall intensity (I) = 2.150(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.150(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.821
Subarea runoff = 1.547(CFS) for 1.290(Ac.)
Total runoff = 1.765(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 1.765(CFS)
Half street flow at end of street = 1.765(CFS)
Depth of flow = 0.271(Ft.), Average velocity = 2.090(Ft/s)
15
Flow width (from curb towards crown)= 8.793(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 303.000(Ft.)
Downstream point/station elevation = 301.000(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.765(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.765(CFS)
Normal flow depth in pipe = 5.96(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 6.78(In.)
Pipe flow velocity = 4.52(Ft/s)
Travel time through pipe = 0.74 min.
Time of concentration (TC) = 11.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 1.765(CFS)
Time of concentration = 11.65 min.
Rainfall intensity = 2.062(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 8.433 12.61 1.958
2 1.765 11.65 2.062
Qmax(1) =
1.000 * 1.000 * 8.433) +
0.950 * 1.000 * 1.765) + = 10.109
Qmax(2) =
1.000 * 0.923 * 8.433) +
1.000 * 1.000 * 1.765) + = 9.552
Total of 2 streams to confluence:
Flow rates before confluence point:
8.433 1.765
Maximum flow rates at confluence using above data:
10.109 9.552
Area of streams before confluence:
7.390 1.440
16
Results of confluence:
Total flow rate = 10.109(CFS)
Time of concentration = 12.614 min.
Effective stream area after confluence = 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 301.000(Ft.)
Downstream point/station elevation = 289.000(Ft.)
Pipe length = 45.00(Ft.) Slope = 0.2667 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.109(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 10.109(CFS)
Normal flow depth in pipe = 6.35(In.)
Flow top width inside pipe = 11.98(In.)
Critical depth could not be calculated.
Pipe flow velocity = 23.97(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 1.955(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 12.65 min.
Rainfall intensity = 1.955(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.558 CA = 5.205
Subarea runoff = 0.066(CFS) for 0.490(Ac.)
Total runoff = 10.175(CFS) Total area = 9.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 421.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 289.000(Ft.)
Downstream point/station elevation = 262.000(Ft.)
Pipe length = 65.00(Ft.) Slope = 0.4154 Manning's N = 0.013
17
No. of pipes = 1 Required pipe flow = 10.175(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 10.175(CFS)
Normal flow depth in pipe = 7.03(In.)
Flow top width inside pipe = 7.44(In.)
Critical depth could not be calculated.
Pipe flow velocity = 27.47(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 12.68 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 262.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 70.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 10.175(CFS)
Depth of flow = 0.687(Ft.), Average velocity = 7.902(Ft/s)
Channel flow top width = 3.248(Ft.)
Flow Velocity = 7.90(Ft/s)
Travel time = 0.15 min.
Time of concentration = 12.83 min.
Critical depth = 0.984(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 9.320(Ac.)
Runoff from this stream = 10.175(CFS)
Time of concentration = 12.83 min.
Rainfall intensity = 1.937(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 11.366 14.42 1.796
2 10.175 12.83 1.937
Qmax(1) =
1.000 * 1.000 * 11.366) +
18
0.927 * 1.000 * 10.175) + = 20.802
Qmax(2) =
1.000 * 0.890 * 11.366) +
1.000 * 1.000 * 10.175) + = 20.288
Total of 2 main streams to confluence:
Flow rates before confluence point:
11.366 10.175
Maximum flow rates at confluence using above data:
20.802 20.288
Area of streams before confluence:
12.610 9.320
Results of confluence:
Total flow rate = 20.802(CFS)
Time of concentration = 14.422 min.
Effective stream area after confluence = 21.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 422.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 259.500(Ft.)
Downstream point elevation = 212.000(Ft.)
Channel length thru subarea = 905.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 20.802(CFS)
Depth of flow = 0.859(Ft.), Average velocity = 10.921(Ft/s)
Channel flow top width = 3.936(Ft.)
Flow Velocity = 10.92(Ft/s)
Travel time = 1.38 min.
Time of concentration = 15.80 min.
Critical depth = 1.344(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 422.000 to Point/Station 423.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 212.000(Ft.)
Downstream point elevation = 112.000(Ft.)
Channel length thru subarea = 240.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 21.729(CFS)
19
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 21.729(CFS)
Depth of flow = 0.560(Ft.), Average velocity = 23.977(Ft/s)
Channel flow top width = 2.739(Ft.)
Flow Velocity = 23.98(Ft/s)
Travel time = 0.17 min.
Time of concentration = 15.97 min.
Critical depth = 1.375(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 1.682(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 1.682(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.491 CA = 13.440
Subarea runoff = 1.801(CFS) for 5.450(Ac.)
Total runoff = 22.603(CFS) Total area = 27.380(Ac.)
Depth of flow = 0.569(Ft.), Average velocity = 24.217(Ft/s)
Critical depth = 1.391(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.500(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 483.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 22.603(CFS)
Depth of flow = 1.289(Ft.), Average velocity = 3.579(Ft/s)
!!Warning: Water is above left or right bank elevations
Channel flow top width = 8.000(Ft.)
Flow Velocity = 3.58(Ft/s)
Travel time = 2.25 min.
Time of concentration = 18.22 min.
Critical depth = 1.125(Ft.)
ERROR - Channel depth exceeds maximum allowable depth
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
20
Process from Point/Station 423.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.380(Ac.)
Runoff from this stream = 22.603(CFS)
Time of concentration = 18.22 min.
Rainfall intensity = 1.545(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 425.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 260.000(Ft.)
Lowest elevation = 230.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 50.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 50.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.66 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 50.000^(1/3)]= 3.66
Calculated TC of 3.664 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.062(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 425.000 to Point/Station 426.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 230.000(Ft.)
Downstream point elevation = 216.000(Ft.)
Channel length thru subarea = 300.000(Ft.)
Channel base width = 0.500(Ft.)
21
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 0.062(CFS)
Depth of flow = 0.049(Ft.), Average velocity = 2.116(Ft/s)
Channel flow top width = 0.697(Ft.)
Flow Velocity = 2.12(Ft/s)
Travel time = 2.36 min.
Time of concentration = 6.03 min.
Critical depth = 0.071(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 426.000 to Point/Station 427.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 216.000(Ft.)
Downstream point elevation = 138.000(Ft.)
Channel length thru subarea = 190.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.219(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 1.219(CFS)
Depth of flow = 0.140(Ft.), Average velocity = 11.163(Ft/s)
Channel flow top width = 1.060(Ft.)
Flow Velocity = 11.16(Ft/s)
Travel time = 0.28 min.
Time of concentration = 6.31 min.
Critical depth = 0.363(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.061(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.061(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.745
Subarea runoff = 2.220(CFS) for 2.080(Ac.)
Total runoff = 2.282(CFS) Total area = 2.130(Ac.)
Depth of flow = 0.194(Ft.), Average velocity = 13.279(Ft/s)
Critical depth = 0.496(Ft.)
22
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 428.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 138.000(Ft.)
Downstream point elevation = 131.000(Ft.)
Channel length thru subarea = 235.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.282(CFS)
Depth of flow = 0.434(Ft.), Average velocity = 3.026(Ft/s)
Channel flow top width = 3.473(Ft.)
Flow Velocity = 3.03(Ft/s)
Travel time = 1.29 min.
Time of concentration = 7.61 min.
Critical depth = 0.457(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 428.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.130(Ac.)
Runoff from this stream = 2.282(CFS)
Time of concentration = 7.61 min.
Rainfall intensity = 2.714(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 429.000 to Point/Station 430.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance = 90.000(Ft.)
Highest elevation = 151.400(Ft.)
Lowest elevation = 150.000(Ft.)
Elevation difference = 1.400(Ft.) Slope = 1.556 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 1.56 %, in a development type of
General Industrial
23
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.99 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 1.556^(1/3)]= 2.99
Calculated TC of 2.989 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.279(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 430.000 to Point/Station 428.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 150.000(Ft.)
Downstream point elevation = 131.800(Ft.)
Channel length thru subarea = 690.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 2.737(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.737(CFS)
Depth of flow = 0.097(Ft.), Average velocity = 2.780(Ft/s)
Channel flow top width = 10.386(Ft.)
Flow Velocity = 2.78(Ft/s)
Travel time = 4.14 min.
Time of concentration = 7.13 min.
Critical depth = 0.131(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.830(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.830(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.579 CA = 1.811
Subarea runoff = 4.847(CFS) for 3.040(Ac.)
Total runoff = 5.126(CFS) Total area = 3.130(Ac.)
Depth of flow = 0.141(Ft.), Average velocity = 3.546(Ft/s)
Critical depth = 0.199(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24
Process from Point/Station 430.000 to Point/Station 428.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.130(Ac.)
Runoff from this stream = 5.126(CFS)
Time of concentration = 7.13 min.
Rainfall intensity = 2.830(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.282 7.61 2.714
2 5.126 7.13 2.830
Qmax(1) =
1.000 * 1.000 * 2.282) +
0.959 * 1.000 * 5.126) + = 7.197
Qmax(2) =
1.000 * 0.937 * 2.282) +
1.000 * 1.000 * 5.126) + = 7.264
Total of 2 streams to confluence:
Flow rates before confluence point:
2.282 5.126
Maximum flow rates at confluence using above data:
7.197 7.264
Area of streams before confluence:
2.130 3.130
Results of confluence:
Total flow rate = 7.264(CFS)
Time of concentration = 7.127 min.
Effective stream area after confluence = 5.260(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 428.000 to Point/Station 431.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 131.800(Ft.)
Downstream point elevation = 110.200(Ft.)
Channel length thru subarea = 135.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 7.264(CFS)
Depth of flow = 0.101(Ft.), Average velocity = 7.048(Ft/s)
Channel flow top width = 10.404(Ft.)
Flow Velocity = 7.05(Ft/s)
25
Travel time = 0.32 min.
Time of concentration = 7.45 min.
Critical depth = 0.250(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 431.000 to Point/Station 432.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.200(Ft.)
Downstream point elevation = 104.200(Ft.)
Channel length thru subarea = 552.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 9.229(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 9.229(CFS)
Depth of flow = 0.886(Ft.), Average velocity = 2.941(Ft/s)
Channel flow top width = 7.086(Ft.)
Flow Velocity = 2.94(Ft/s)
Travel time = 3.13 min.
Time of concentration = 10.57 min.
Critical depth = 0.801(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.194(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.194(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.407 CA = 5.077
Subarea runoff = 3.875(CFS) for 7.200(Ac.)
Total runoff = 11.139(CFS) Total area = 12.460(Ac.)
Depth of flow = 0.951(Ft.), Average velocity = 3.082(Ft/s)
Critical depth = 0.867(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 432.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 104.200(Ft.)
Downstream point elevation = 103.000(Ft.)
Channel length thru subarea = 239.000(Ft.)
Channel base width = 0.000(Ft.)
26
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 11.139(CFS)
Depth of flow = 1.099(Ft.), Average velocity = 2.307(Ft/s)
Channel flow top width = 8.789(Ft.)
Flow Velocity = 2.31(Ft/s)
Travel time = 1.73 min.
Time of concentration = 12.30 min.
Critical depth = 0.867(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 432.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 12.460(Ac.)
Runoff from this stream = 11.139(CFS)
Time of concentration = 12.30 min.
Rainfall intensity = 1.990(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 433.000 to Point/Station 434.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 166.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 47.619 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 47.62 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.72 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 47.619^(1/3)]= 3.72
Calculated TC of 3.725 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
27
Rainfall intensity (I) = 3.557(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.025(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 434.000 to Point/Station 435.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 166.000(Ft.)
Downstream point elevation = 151.800(Ft.)
Channel length thru subarea = 269.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.025(CFS)
Depth of flow = 0.028(Ft.), Average velocity = 1.611(Ft/s)
Channel flow top width = 0.611(Ft.)
Flow Velocity = 1.61(Ft/s)
Travel time = 2.78 min.
Time of concentration = 6.51 min.
Critical depth = 0.040(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 436.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 151.800(Ft.)
Downstream point elevation = 107.000(Ft.)
Channel length thru subarea = 110.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.658(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.658(CFS)
Depth of flow = 0.101(Ft.), Average velocity = 9.312(Ft/s)
Channel flow top width = 0.903(Ft.)
Flow Velocity = 9.31(Ft/s)
Travel time = 0.20 min.
Time of concentration = 6.70 min.
Critical depth = 0.268(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.944(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
28
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.944(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.416
Subarea runoff = 1.201(CFS) for 1.170(Ac.)
Total runoff = 1.226(CFS) Total area = 1.190(Ac.)
Depth of flow = 0.141(Ft.), Average velocity = 11.150(Ft/s)
Critical depth = 0.367(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 210.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.226(CFS)
Depth of flow = 0.422(Ft.), Average velocity = 1.721(Ft/s)
Channel flow top width = 3.377(Ft.)
Flow Velocity = 1.72(Ft/s)
Travel time = 2.03 min.
Time of concentration = 8.74 min.
Critical depth = 0.357(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 1.190(Ac.)
Runoff from this stream = 1.226(CFS)
Time of concentration = 8.74 min.
Rainfall intensity = 2.481(In/Hr)
Program is now starting with Main Stream No. 4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 437.000 to Point/Station 438.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
29
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 98.000(Ft.)
Highest elevation = 213.000(Ft.)
Lowest elevation = 206.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 7.143 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.14 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.01 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)]= 7.01
Rainfall intensity (I) = 2.860(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.020(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 438.000 to Point/Station 439.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 206.000(Ft.)
Downstream point elevation = 130.000(Ft.)
Channel length thru subarea = 417.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.020(CFS)
Depth of flow = 0.017(Ft.), Average velocity = 2.212(Ft/s)
Channel flow top width = 0.568(Ft.)
Flow Velocity = 2.21(Ft/s)
Travel time = 3.14 min.
Time of concentration = 10.15 min.
Critical depth = 0.035(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 439.000 to Point/Station 440.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 130.000(Ft.)
30
Downstream point elevation = 110.000(Ft.)
Channel length thru subarea = 50.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.020(CFS)
Depth of flow = 0.013(Ft.), Average velocity = 2.831(Ft/s)
Channel flow top width = 0.554(Ft.)
Flow Velocity = 2.83(Ft/s)
Travel time = 0.29 min.
Time of concentration = 10.45 min.
Critical depth = 0.035(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 441.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.000(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 62.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.350(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.350(CFS)
Depth of flow = 0.142(Ft.), Average velocity = 3.151(Ft/s)
Channel flow top width = 1.067(Ft.)
Flow Velocity = 3.15(Ft/s)
Travel time = 0.33 min.
Time of concentration = 10.77 min.
Critical depth = 0.191(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.168(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.168(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.290
Subarea runoff = 0.610(CFS) for 0.810(Ac.)
Total runoff = 0.630(CFS) Total area = 0.830(Ac.)
Depth of flow = 0.192(Ft.), Average velocity = 3.707(Ft/s)
31
Critical depth = 0.262(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.300(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 348.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.630(CFS)
Depth of flow = 0.330(Ft.), Average velocity = 1.444(Ft/s)
Channel flow top width = 2.642(Ft.)
Flow Velocity = 1.44(Ft/s)
Travel time = 4.02 min.
Time of concentration = 14.79 min.
Critical depth = 0.273(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 0.830(Ac.)
Runoff from this stream = 0.630(CFS)
Time of concentration = 14.79 min.
Rainfall intensity = 1.767(In/Hr)
Program is now starting with Main Stream No. 5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 442.000 to Point/Station 443.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 329.000(Ft.)
Lowest elevation = 323.000(Ft.)
32
Elevation difference = 6.000(Ft.) Slope = 5.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 5.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.89 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 5.000^(1/3)]= 7.89
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.25 minutes
for a distance of 20.00 (Ft.) and a slope of 5.00 %
with an elevation difference of 1.00(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.248 Minutes
Tt=[(11.9*0.0038^3)/( 1.00)]^.385= 0.25
Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus
0.25 minutes from the Figure 3-4 formula = 8.14 minutes
Rainfall intensity (I) = 2.597(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.109(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 443.000 to Point/Station 444.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 323.000(Ft.)
Downstream point elevation = 109.000(Ft.)
Channel length thru subarea = 805.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 2.774(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.774(CFS)
Depth of flow = 0.049(Ft.), Average velocity = 5.636(Ft/s)
Channel flow top width = 10.195(Ft.)
Flow Velocity = 5.64(Ft/s)
Travel time = 2.38 min.
Time of concentration = 10.52 min.
Critical depth = 0.133(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.201(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
33
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.201(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.439
Subarea runoff = 5.260(CFS) for 6.850(Ac.)
Total runoff = 5.369(CFS) Total area = 6.970(Ac.)
Depth of flow = 0.072(Ft.), Average velocity = 7.309(Ft/s)
Critical depth = 0.205(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 108.000(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 791.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 5.369(CFS)
Depth of flow = 0.831(Ft.), Average velocity = 1.945(Ft/s)
Channel flow top width = 6.645(Ft.)
Flow Velocity = 1.95(Ft/s)
Travel time = 6.78 min.
Time of concentration = 17.30 min.
Critical depth = 0.645(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 5
Stream flow area = 6.970(Ac.)
Runoff from this stream = 5.369(CFS)
Time of concentration = 17.30 min.
Rainfall intensity = 1.597(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 22.603 18.22 1.545
2 11.139 12.30 1.990
3 1.226 8.74 2.481
34
4 0.630 14.79 1.767
5 5.369 17.30 1.597
Qmax(1) =
1.000 * 1.000 * 22.603) +
0.776 * 1.000 * 11.139) +
0.623 * 1.000 * 1.226) +
0.874 * 1.000 * 0.630) +
0.967 * 1.000 * 5.369) + = 37.756
Qmax(2) =
1.000 * 0.675 * 22.603) +
1.000 * 1.000 * 11.139) +
0.802 * 1.000 * 1.226) +
1.000 * 0.832 * 0.630) +
1.000 * 0.711 * 5.369) + = 31.724
Qmax(3) =
1.000 * 0.480 * 22.603) +
1.000 * 0.710 * 11.139) +
1.000 * 1.000 * 1.226) +
1.000 * 0.591 * 0.630) +
1.000 * 0.505 * 5.369) + = 23.064
Qmax(4) =
1.000 * 0.812 * 22.603) +
0.888 * 1.000 * 11.139) +
0.712 * 1.000 * 1.226) +
1.000 * 1.000 * 0.630) +
1.000 * 0.855 * 5.369) + = 34.333
Qmax(5) =
1.000 * 0.950 * 22.603) +
0.803 * 1.000 * 11.139) +
0.644 * 1.000 * 1.226) +
0.904 * 1.000 * 0.630) +
1.000 * 1.000 * 5.369) + = 37.130
Total of 5 main streams to confluence:
Flow rates before confluence point:
22.603 11.139 1.226 0.630 5.369
Maximum flow rates at confluence using above data:
37.756 31.724 23.064 34.333 37.130
Area of streams before confluence:
27.380 12.460 1.190 0.830 6.970
Results of confluence:
Total flow rate = 37.756(CFS)
Time of concentration = 18.219 min.
Effective stream area after confluence = 48.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 450.000 to Point/Station 450.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
35
Rainfall intensity (I) = 1.545(In/Hr) for a 2.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
The area added to the existing stream causes a
a lower flow rate of Q = 37.747(CFS)
therefore the upstream flow rate of Q = 37.756(CFS) is being used
Time of concentration = 18.22 min.
Rainfall intensity = 1.545(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.431 CA = 24.435
Subarea runoff = 0.000(CFS) for 7.920(Ac.)
Total runoff = 37.756(CFS) Total area = 56.750(Ac.)
End of computations, total study area = 56.750 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
10-Year Analysis of Basins 100, 200, and 300 for Hydromodification
Based on Post-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.900
24 hour precipitation(inches) = 3.300
P6/P24 = 57.6%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 385.700(Ft.)
Lowest elevation = 384.800(Ft.)
Elevation difference = 0.900(Ft.) Slope = 0.900 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 0.90 %, in a development type of
Limited Industrial
2
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.61 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 0.900^(1/3)]= 3.61
Calculated TC of 3.610 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.979(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.100
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 384.800(Ft.)
Downstream point elevation = 368.000(Ft.)
Channel length thru subarea = 107.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.979(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.979(CFS)
Depth of flow = 0.045(Ft.), Average velocity = 2.073(Ft/s)
Channel flow top width = 10.903(Ft.)
Flow Velocity = 2.07(Ft/s)
Travel time = 0.86 min.
Time of concentration = 4.47 min.
Critical depth = 0.065(Ft.)
Adding area flow to channel
Calculated TC of 4.470 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 0.196
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 0.979(CFS) Total area = 0.230(Ac.)
Depth of flow = 0.045(Ft.), Average velocity = 2.073(Ft/s)
Critical depth = 0.065(Ft.)
3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.100 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 368.000(Ft.)
End of street segment elevation = 340.000(Ft.)
Length of street segment = 910.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 13.679(CFS)
Depth of flow = 0.438(Ft.), Average velocity = 4.542(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.148(Ft.)
Flow velocity = 4.54(Ft/s)
Travel time = 3.34 min. TC = 7.81 min.
Adding area flow to street
Rainfall intensity (I) = 3.755(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 3.755(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 7.010
Subarea runoff = 25.341(CFS) for 8.310(Ac.)
Total runoff = 26.319(CFS) Total area = 8.540(Ac.)
Street flow at end of street = 26.319(CFS)
Half street flow at end of street = 26.319(CFS)
Depth of flow = 0.540(Ft.), Average velocity = 5.193(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 2.01(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
4
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 340.000(Ft.)
Downstream point/station elevation = 320.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0580 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.319(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 26.319(CFS)
Normal flow depth in pipe = 12.82(In.)
Flow top width inside pipe = 20.48(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.11(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 8.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 3.654(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 8.15 min.
Rainfall intensity = 3.654(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 10.331
Subarea runoff = 11.429(CFS) for 4.050(Ac.)
Total runoff = 37.749(CFS) Total area = 12.590(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 320.000(Ft.)
Downstream point elevation = 298.000(Ft.)
Channel length thru subarea = 265.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 39.210(CFS)
Manning's 'N' = 0.060
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 39.210(CFS)
5
Depth of flow = 0.670(Ft.), Average velocity = 4.876(Ft/s)
Channel flow top width = 14.018(Ft.)
Flow Velocity = 4.88(Ft/s)
Travel time = 0.91 min.
Time of concentration = 9.05 min.
Critical depth = 0.727(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.414(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.414(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.698 CA = 11.888
Subarea runoff = 2.835(CFS) for 4.450(Ac.)
Total runoff = 40.584(CFS) Total area = 17.040(Ac.)
Depth of flow = 0.683(Ft.), Average velocity = 4.932(Ft/s)
Critical depth = 0.742(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 298.000(Ft.)
Downstream point/station elevation = 296.000(Ft.)
Pipe length = 95.00(Ft.) Slope = 0.0211 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 40.584(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 40.584(CFS)
Normal flow depth in pipe = 20.09(In.)
Flow top width inside pipe = 23.57(In.)
Critical Depth = 25.20(In.)
Pipe flow velocity = 12.80(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 9.18 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 17.040(Ac.)
Runoff from this stream = 40.584(CFS)
Time of concentration = 9.18 min.
6
Rainfall intensity = 3.384(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Initial subarea total flow distance = 130.000(Ft.)
Highest elevation = 334.000(Ft.)
Lowest elevation = 332.700(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
10.9 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.90 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.727(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.600
Subarea runoff = 0.984(CFS)
Total initial stream area = 0.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 332.700(Ft.)
End of street segment elevation = 296.000(Ft.)
Length of street segment = 710.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
7
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 3.886(CFS)
Depth of flow = 0.282(Ft.), Average velocity = 4.110(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.350(Ft.)
Flow velocity = 4.11(Ft/s)
Travel time = 2.88 min. TC = 10.78 min.
Adding area flow to street
Rainfall intensity (I) = 3.050(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Rainfall intensity = 3.050(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.600 CA = 2.208
Subarea runoff = 5.751(CFS) for 3.240(Ac.)
Total runoff = 6.735(CFS) Total area = 3.680(Ac.)
Street flow at end of street = 6.735(CFS)
Half street flow at end of street = 6.735(CFS)
Depth of flow = 0.329(Ft.), Average velocity = 4.670(Ft/s)
Flow width (from curb towards crown)= 11.709(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.680(Ac.)
Runoff from this stream = 6.735(CFS)
Time of concentration = 10.78 min.
Rainfall intensity = 3.050(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 40.584 9.18 3.384
2 6.735 10.78 3.050
Qmax(1) =
1.000 * 1.000 * 40.584) +
1.000 * 0.851 * 6.735) + = 46.317
Qmax(2) =
0.901 * 1.000 * 40.584) +
1.000 * 1.000 * 6.735) + = 43.314
8
Total of 2 main streams to confluence:
Flow rates before confluence point:
40.584 6.735
Maximum flow rates at confluence using above data:
46.317 43.314
Area of streams before confluence:
17.040 3.680
Results of confluence:
Total flow rate = 46.317(CFS)
Time of concentration = 9.175 min.
Effective stream area after confluence = 20.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 296.000(Ft.)
Downstream point/station elevation = 288.000(Ft.)
Pipe length = 240.00(Ft.) Slope = 0.0333 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 46.317(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 46.317(CFS)
Normal flow depth in pipe = 18.59(In.)
Flow top width inside pipe = 25.01(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.86(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 9.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 20.720(Ac.)
Runoff from this stream = 46.317(CFS)
Time of concentration = 9.43 min.
Rainfall intensity = 3.325(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
9
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 328.700(Ft.)
Lowest elevation = 328.000(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.347(CFS)
Total initial stream area = 0.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 328.000(Ft.)
End of street segment elevation = 288.000(Ft.)
Length of street segment = 1110.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 4.110(CFS)
Depth of flow = 0.301(Ft.), Average velocity = 3.624(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.310(Ft.)
Flow velocity = 3.62(Ft/s)
Travel time = 5.11 min. TC = 13.51 min.
Adding area flow to street
Rainfall intensity (I) = 2.637(In/Hr) for a 10.0 year storm
10
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.637(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.964
Subarea runoff = 7.470(CFS) for 5.030(Ac.)
Total runoff = 7.817(CFS) Total area = 5.200(Ac.)
Street flow at end of street = 7.817(CFS)
Half street flow at end of street = 7.817(CFS)
Depth of flow = 0.362(Ft.), Average velocity = 4.215(Ft/s)
Flow width (from curb towards crown)= 13.353(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.200(Ac.)
Runoff from this stream = 7.817(CFS)
Time of concentration = 13.51 min.
Rainfall intensity = 2.637(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 46.317 9.43 3.325
2 7.817 13.51 2.637
Qmax(1) =
1.000 * 1.000 * 46.317) +
1.000 * 0.698 * 7.817) + = 51.773
Qmax(2) =
0.793 * 1.000 * 46.317) +
1.000 * 1.000 * 7.817) + = 44.548
Total of 2 main streams to confluence:
Flow rates before confluence point:
46.317 7.817
Maximum flow rates at confluence using above data:
51.773 44.548
Area of streams before confluence:
20.720 5.200
11
Results of confluence:
Total flow rate = 51.773(CFS)
Time of concentration = 9.427 min.
Effective stream area after confluence = 25.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 288.000(Ft.)
Downstream point/station elevation = 218.000(Ft.)
Pipe length = 305.00(Ft.) Slope = 0.2295 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 51.773(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 51.773(CFS)
Normal flow depth in pipe = 12.73(In.)
Flow top width inside pipe = 20.52(In.)
Critical depth could not be calculated.
Pipe flow velocity = 33.96(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 9.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 218.000(Ft.)
Downstream point elevation = 198.000(Ft.)
Channel length thru subarea = 635.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 52.727(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 52.727(CFS)
Depth of flow = 1.351(Ft.), Average velocity = 5.069(Ft/s)
Channel flow top width = 10.403(Ft.)
Flow Velocity = 5.07(Ft/s)
Travel time = 2.09 min.
Time of concentration = 11.66 min.
Critical depth = 1.266(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.899(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
12
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 2.899(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.662 CA = 18.494
Subarea runoff = 1.835(CFS) for 2.020(Ac.)
Total runoff = 53.608(CFS) Total area = 27.940(Ac.)
Depth of flow = 1.363(Ft.), Average velocity = 5.093(Ft/s)
Critical depth = 1.281(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.940(Ac.)
Runoff from this stream = 53.608(CFS)
Time of concentration = 11.66 min.
Rainfall intensity = 2.899(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 115.000(Ft.)
Highest elevation = 337.000(Ft.)
Lowest elevation = 330.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 6.087 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.09 %, in a development type of
Permanent Open Space
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.70 minutes
(for slope value of 5.00 %)
Rainfall intensity (I) = 3.502(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.184(CFS)
Total initial stream area = 0.150(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.000 to Point/Station 115.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 330.000(Ft.)
Downstream point elevation = 240.000(Ft.)
Channel length thru subarea = 420.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.971(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.971(CFS)
Depth of flow = 0.051(Ft.), Average velocity = 1.825(Ft/s)
Channel flow top width = 11.013(Ft.)
Flow Velocity = 1.82(Ft/s)
Travel time = 3.84 min.
Time of concentration = 12.54 min.
Critical depth = 0.065(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.767(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.767(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.612
Subarea runoff = 1.511(CFS) for 1.600(Ac.)
Total runoff = 1.695(CFS) Total area = 1.750(Ac.)
Depth of flow = 0.070(Ft.), Average velocity = 2.248(Ft/s)
Critical depth = 0.094(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 240.000(Ft.)
End of street segment elevation = 203.000(Ft.)
Length of street segment = 900.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
14
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 12.382(CFS)
Depth of flow = 0.407(Ft.), Average velocity = 4.949(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.591(Ft.)
Flow velocity = 4.95(Ft/s)
Travel time = 3.03 min. TC = 15.57 min.
Adding area flow to street
Rainfall intensity (I) = 2.406(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 2.406(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.666 CA = 9.622
Subarea runoff = 21.459(CFS) for 12.690(Ac.)
Total runoff = 23.154(CFS) Total area = 14.440(Ac.)
Street flow at end of street = 23.154(CFS)
Half street flow at end of street = 23.154(CFS)
Depth of flow = 0.492(Ft.), Average velocity = 5.760(Ft/s)
Flow width (from curb towards crown)= 19.871(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 203.000(Ft.)
Downstream point/station elevation = 198.000(Ft.)
Pipe length = 100.00(Ft.) Slope = 0.0500 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.154(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 23.154(CFS)
Normal flow depth in pipe = 14.53(In.)
Flow top width inside pipe = 14.20(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.15(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 15.68 min.
15
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.440(Ac.)
Runoff from this stream = 23.154(CFS)
Time of concentration = 15.68 min.
Rainfall intensity = 2.395(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 53.608 11.66 2.899
2 23.154 15.68 2.395
Qmax(1) =
1.000 * 1.000 * 53.608) +
1.000 * 0.744 * 23.154) + = 70.836
Qmax(2) =
0.826 * 1.000 * 53.608) +
1.000 * 1.000 * 23.154) + = 67.455
Total of 2 main streams to confluence:
Flow rates before confluence point:
53.608 23.154
Maximum flow rates at confluence using above data:
70.836 67.455
Area of streams before confluence:
27.940 14.440
Results of confluence:
Total flow rate = 70.836(CFS)
Time of concentration = 11.665 min.
Effective stream area after confluence = 42.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 198.000(Ft.)
Downstream point/station elevation = 189.000(Ft.)
Pipe length = 360.00(Ft.) Slope = 0.0250 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 70.836(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 70.836(CFS)
16
Normal flow depth in pipe = 23.30(In.)
Flow top width inside pipe = 30.07(In.)
Critical Depth = 31.17(In.)
Pipe flow velocity = 15.79(Ft/s)
Travel time through pipe = 0.38 min.
Time of concentration (TC) = 12.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.839(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 12.04 min.
Rainfall intensity = 2.839(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.673 CA = 36.324
Subarea runoff = 32.299(CFS) for 11.560(Ac.)
Total runoff = 103.135(CFS) Total area = 53.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 53.940(Ac.)
Runoff from this stream = 103.135(CFS)
Time of concentration = 12.04 min.
Rainfall intensity = 2.839(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
17
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 80.000(Ft.)
Highest elevation = 274.600(Ft.)
Lowest elevation = 273.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.388(CFS)
Total initial stream area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 119.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 273.800(Ft.)
End of street segment elevation = 181.000(Ft.)
Length of street segment = 1290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 12.701(CFS)
Depth of flow = 0.377(Ft.), Average velocity = 6.158(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.111(Ft.)
Flow velocity = 6.16(Ft/s)
Travel time = 3.49 min. TC = 11.89 min.
Adding area flow to street
Rainfall intensity (I) = 2.863(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
18
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.863(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 8.715
Subarea runoff = 24.563(CFS) for 15.100(Ac.)
Total runoff = 24.951(CFS) Total area = 15.290(Ac.)
Street flow at end of street = 24.951(CFS)
Half street flow at end of street = 24.951(CFS)
Depth of flow = 0.462(Ft.), Average velocity = 7.248(Ft/s)
Flow width (from curb towards crown)= 18.360(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 181.000(Ft.)
Downstream point/station elevation = 177.900(Ft.)
Pipe length = 310.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 24.951(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 24.951(CFS)
Normal flow depth in pipe = 18.38(In.)
Flow top width inside pipe = 25.18(In.)
Critical Depth = 20.95(In.)
Pipe flow velocity = 8.67(Ft/s)
Travel time through pipe = 0.60 min.
Time of concentration (TC) = 12.49 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 15.290(Ac.)
Runoff from this stream = 24.951(CFS)
Time of concentration = 12.49 min.
Rainfall intensity = 2.774(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 103.135 12.04 2.839
2 24.951 12.49 2.774
Qmax(1) =
1.000 * 1.000 * 103.135) +
19
1.000 * 0.965 * 24.951) + = 127.202
Qmax(2) =
0.977 * 1.000 * 103.135) +
1.000 * 1.000 * 24.951) + = 125.713
Total of 2 main streams to confluence:
Flow rates before confluence point:
103.135 24.951
Maximum flow rates at confluence using above data:
127.202 125.713
Area of streams before confluence:
53.940 15.290
Results of confluence:
Total flow rate = 127.202(CFS)
Time of concentration = 12.045 min.
Effective stream area after confluence = 69.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 177.900(Ft.)
Downstream point/station elevation = 148.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0867 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 127.202(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 127.202(CFS)
Normal flow depth in pipe = 22.69(In.)
Flow top width inside pipe = 30.59(In.)
Critical depth could not be calculated.
Pipe flow velocity = 29.23(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 12.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.810(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Time of concentration = 12.24 min.
20
Rainfall intensity = 2.810(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.659 CA = 47.726
Subarea runoff = 6.897(CFS) for 3.160(Ac.)
Total runoff = 134.098(CFS) Total area = 72.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 122.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 148.000(Ft.)
Downstream point/station elevation = 125.000(Ft.)
Pipe length = 77.00(Ft.) Slope = 0.2987 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 134.098(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 134.098(CFS)
Normal flow depth in pipe = 18.14(In.)
Flow top width inside pipe = 25.35(In.)
Critical depth could not be calculated.
Pipe flow velocity = 47.21(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 125.000(Ft.)
Downstream point/station elevation = 85.000(Ft.)
Pipe length = 815.00(Ft.) Slope = 0.0491 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 134.098(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 134.098(CFS)
Normal flow depth in pipe = 26.91(In.)
Flow top width inside pipe = 31.28(In.)
Critical depth could not be calculated.
Pipe flow velocity = 23.68(Ft/s)
Travel time through pipe = 0.57 min.
Time of concentration (TC) = 12.84 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 72.390(Ac.)
Runoff from this stream = 134.098(CFS)
Time of concentration = 12.84 min.
21
Rainfall intensity = 2.724(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 181.600(Ft.)
Lowest elevation = 181.000(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 2.33 %, in a development type of
Limited Industrial
In Accordance With Table 3-2
Initial Area Time of Concentration = 3.10 minutes
(for slope value of 2.00 %)
Calculated TC of 3.100 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.383(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 181.000(Ft.)
End of street segment elevation = 111.000(Ft.)
Length of street segment = 921.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
22
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.808(CFS)
Depth of flow = 0.245(Ft.), Average velocity = 4.441(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.491(Ft.)
Flow velocity = 4.44(Ft/s)
Travel time = 3.46 min. TC = 6.56 min.
Adding area flow to street
Rainfall intensity (I) = 4.203(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 4.203(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 1.258
Subarea runoff = 4.904(CFS) for 1.390(Ac.)
Total runoff = 5.287(CFS) Total area = 1.480(Ac.)
Street flow at end of street = 5.287(CFS)
Half street flow at end of street = 5.287(CFS)
Depth of flow = 0.291(Ft.), Average velocity = 5.117(Ft/s)
Flow width (from curb towards crown)= 9.808(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 111.000(Ft.)
Downstream point elevation = 105.500(Ft.)
Channel length thru subarea = 383.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Estimated mean flow rate at midpoint of channel = 12.975(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 12.975(CFS)
Depth of flow = 0.284(Ft.), Average velocity = 1.886(Ft/s)
Channel flow top width = 38.421(Ft.)
Flow Velocity = 1.89(Ft/s)
Travel time = 3.39 min.
Time of concentration = 9.94 min.
Critical depth = 0.252(Ft.)
Adding area flow to channel
23
Rainfall intensity (I) = 3.213(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.213(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.396 CA = 6.399
Subarea runoff = 15.277(CFS) for 14.690(Ac.)
Total runoff = 20.564(CFS) Total area = 16.170(Ac.)
Depth of flow = 0.351(Ft.), Average velocity = 2.126(Ft/s)
Critical depth = 0.316(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 99.600(Ft.)
Downstream point/station elevation = 86.200(Ft.)
Pipe length = 298.00(Ft.) Slope = 0.0450 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.564(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 20.564(CFS)
Normal flow depth in pipe = 13.64(In.)
Flow top width inside pipe = 15.42(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.31(Ft/s)
Travel time through pipe = 0.35 min.
Time of concentration (TC) = 10.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 16.170(Ac.)
Runoff from this stream = 20.564(CFS)
Time of concentration = 10.29 min.
Rainfall intensity = 3.143(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
24
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 250.000(Ft.)
Highest elevation = 163.000(Ft.)
Lowest elevation = 139.000(Ft.)
Elevation difference = 24.000(Ft.) Slope = 9.600 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 9.60 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.35 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 9.600^(1/3)]= 6.35
The initial area total distance of 250.00 (Ft.) entered leaves a
remaining distance of 150.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 150.00 (Ft.) and a slope of 9.60 %
with an elevation difference of 14.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.912 Minutes
Tt=[(11.9*0.0284^3)/( 14.40)]^.385= 0.91
Total initial area Ti = 6.35 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 7.26 minutes
Rainfall intensity (I) = 3.934(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 1.405(CFS)
Total initial stream area = 1.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 302.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 139.000(Ft.)
Downstream point elevation = 111.000(Ft.)
Channel length thru subarea = 60.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.045
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.405(CFS)
Depth of flow = 0.047(Ft.), Average velocity = 2.933(Ft/s)
Channel flow top width = 10.190(Ft.)
25
Flow Velocity = 2.93(Ft/s)
Travel time = 0.34 min.
Time of concentration = 7.60 min.
Critical depth = 0.084(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 111.000(Ft.)
Downstream point elevation = 103.000(Ft.)
Channel length thru subarea = 450.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Estimated mean flow rate at midpoint of channel = 4.683(CFS)
Manning's 'N' = 0.031
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 4.683(CFS)
Depth of flow = 0.168(Ft.), Average velocity = 1.515(Ft/s)
Channel flow top width = 26.804(Ft.)
Flow Velocity = 1.51(Ft/s)
Travel time = 4.95 min.
Time of concentration = 12.56 min.
Critical depth = 0.147(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.764(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.764(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.856
Subarea runoff = 6.490(CFS) for 7.140(Ac.)
Total runoff = 7.894(CFS) Total area = 8.160(Ac.)
Depth of flow = 0.217(Ft.), Average velocity = 1.745(Ft/s)
Critical depth = 0.195(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 93.500(Ft.)
Downstream point/station elevation = 71.300(Ft.)
Pipe length = 119.00(Ft.) Slope = 0.1866 Manning's N = 0.013
26
No. of pipes = 1 Required pipe flow = 7.894(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.894(CFS)
Normal flow depth in pipe = 6.09(In.)
Flow top width inside pipe = 12.00(In.)
Critical depth could not be calculated.
Pipe flow velocity = 19.72(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 12.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 8.160(Ac.)
Runoff from this stream = 7.894(CFS)
Time of concentration = 12.66 min.
Rainfall intensity = 2.750(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 134.098 12.84 2.724
2 20.564 10.29 3.143
3 7.894 12.66 2.750
Qmax(1) =
1.000 * 1.000 * 134.098) +
0.867 * 1.000 * 20.564) +
0.991 * 1.000 * 7.894) + = 159.743
Qmax(2) =
1.000 * 0.801 * 134.098) +
1.000 * 1.000 * 20.564) +
1.000 * 0.813 * 7.894) + = 134.417
Qmax(3) =
1.000 * 0.986 * 134.098) +
0.875 * 1.000 * 20.564) +
1.000 * 1.000 * 7.894) + = 158.055
Total of 3 main streams to confluence:
Flow rates before confluence point:
134.098 20.564 7.894
Maximum flow rates at confluence using above data:
159.743 134.417 158.055
Area of streams before confluence:
72.390 16.170 8.160
27
Results of confluence:
Total flow rate = 159.743(CFS)
Time of concentration = 12.842 min.
Effective stream area after confluence = 96.720(Ac.)
End of computations, total study area = 96.720 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
10-Year Analysis of Basin 400 for Hydromodification
Based on Post-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.900
24 hour precipitation(inches) = 3.300
P6/P24 = 57.6%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 362.000(Ft.)
Lowest elevation = 361.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
2
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.265(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 361.000(Ft.)
End of street segment elevation = 329.000(Ft.)
Length of street segment = 815.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 3.891(CFS)
Depth of flow = 0.293(Ft.), Average velocity = 3.698(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.905(Ft.)
Flow velocity = 3.70(Ft/s)
Travel time = 3.67 min. TC = 12.07 min.
Adding area flow to street
Rainfall intensity (I) = 2.835(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(4.3 DU/A or Less )
Impervious value, Ai = 0.300
Sub-Area C Value = 0.520
Rainfall intensity = 2.835(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.521 CA = 2.633
Subarea runoff = 7.198(CFS) for 4.920(Ac.)
Total runoff = 7.463(CFS) Total area = 5.050(Ac.)
Street flow at end of street = 7.463(CFS)
Half street flow at end of street = 7.463(CFS)
3
Depth of flow = 0.353(Ft.), Average velocity = 4.308(Ft/s)
Flow width (from curb towards crown)= 12.889(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.000(Ft.)
Downstream point/station elevation = 310.000(Ft.)
Pipe length = 185.00(Ft.) Slope = 0.1027 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.463(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.463(CFS)
Normal flow depth in pipe = 7.07(In.)
Flow top width inside pipe = 11.81(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.50(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 12.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.805(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 12.27 min.
Rainfall intensity = 2.805(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.506 CA = 2.804
Subarea runoff = 0.403(CFS) for 0.490(Ac.)
Total runoff = 7.866(CFS) Total area = 5.540(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.540(Ac.)
Runoff from this stream = 7.866(CFS)
Time of concentration = 12.27 min.
4
Rainfall intensity = 2.805(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 405.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.300(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.225(CFS)
Total initial stream area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 8.40 min.
Rainfall intensity = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.393
Subarea runoff = 1.184(CFS) for 0.580(Ac.)
Total runoff = 1.409(CFS) Total area = 0.690(Ac.)
5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.300(Ft.)
Downstream point/station elevation = 322.300(Ft.)
Pipe length = 400.00(Ft.) Slope = 0.0175 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.409(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.409(CFS)
Normal flow depth in pipe = 5.25(In.)
Flow top width inside pipe = 8.87(In.)
Critical Depth = 6.56(In.)
Pipe flow velocity = 5.26(Ft/s)
Travel time through pipe = 1.27 min.
Time of concentration (TC) = 9.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff from this stream = 1.409(CFS)
Time of concentration = 9.67 min.
Rainfall intensity = 3.272(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 325.000(Ft.)
Lowest elevation = 324.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
6
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.429(CFS)
Total initial stream area = 0.210(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 409.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 324.000(Ft.)
End of street segment elevation = 320.200(Ft.)
Length of street segment = 395.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 3.644(CFS)
Depth of flow = 0.351(Ft.), Average velocity = 2.125(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.819(Ft.)
Flow velocity = 2.13(Ft/s)
Travel time = 3.10 min. TC = 11.50 min.
Adding area flow to street
Rainfall intensity (I) = 2.926(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 2.926(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.326
Subarea runoff = 6.375(CFS) for 3.870(Ac.)
Total runoff = 6.804(CFS) Total area = 4.080(Ac.)
Street flow at end of street = 6.804(CFS)
Half street flow at end of street = 6.804(CFS)
Depth of flow = 0.423(Ft.), Average velocity = 2.469(Ft/s)
7
Flow width (from curb towards crown)= 16.386(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.200(Ft.)
Downstream point/station elevation = 317.300(Ft.)
Pipe length = 290.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.804(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.804(CFS)
Normal flow depth in pipe = 10.55(In.)
Flow top width inside pipe = 17.73(In.)
Critical Depth = 12.11(In.)
Pipe flow velocity = 6.32(Ft/s)
Travel time through pipe = 0.76 min.
Time of concentration (TC) = 12.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.080(Ac.)
Runoff from this stream = 6.804(CFS)
Time of concentration = 12.26 min.
Rainfall intensity = 2.807(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.409 9.67 3.272
2 6.804 12.26 2.807
Qmax(1) =
1.000 * 1.000 * 1.409) +
1.000 * 0.788 * 6.804) + = 6.773
Qmax(2) =
0.858 * 1.000 * 1.409) +
1.000 * 1.000 * 6.804) + = 8.013
Total of 2 streams to confluence:
Flow rates before confluence point:
1.409 6.804
Maximum flow rates at confluence using above data:
6.773 8.013
Area of streams before confluence:
0.690 4.080
8
Results of confluence:
Total flow rate = 8.013(CFS)
Time of concentration = 12.262 min.
Effective stream area after confluence = 4.770(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 317.300(Ft.)
Downstream point/station elevation = 300.000(Ft.)
Pipe length = 225.00(Ft.) Slope = 0.0769 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.013(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 8.013(CFS)
Normal flow depth in pipe = 8.20(In.)
Flow top width inside pipe = 11.16(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.01(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 12.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.770(Ac.)
Runoff from this stream = 8.013(CFS)
Time of concentration = 12.53 min.
Rainfall intensity = 2.768(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 7.866 12.27 2.805
2 8.013 12.53 2.768
Qmax(1) =
1.000 * 1.000 * 7.866) +
1.000 * 0.979 * 8.013) + = 15.714
Qmax(2) =
0.987 * 1.000 * 7.866) +
1.000 * 1.000 * 8.013) + = 15.774
Total of 2 main streams to confluence:
Flow rates before confluence point:
7.866 8.013
9
Maximum flow rates at confluence using above data:
15.714 15.774
Area of streams before confluence:
5.540 4.770
Results of confluence:
Total flow rate = 15.774(CFS)
Time of concentration = 12.530 min.
Effective stream area after confluence = 10.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 300.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 835.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 16.114(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 16.114(CFS)
Depth of flow = 0.784(Ft.), Average velocity = 9.945(Ft/s)
Channel flow top width = 3.635(Ft.)
Flow Velocity = 9.95(Ft/s)
Travel time = 1.40 min.
Time of concentration = 13.93 min.
Critical depth = 1.180(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.585(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.585(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.502 CA = 6.328
Subarea runoff = 0.585(CFS) for 2.300(Ac.)
Total runoff = 16.359(CFS) Total area = 12.610(Ac.)
Depth of flow = 0.789(Ft.), Average velocity = 9.983(Ft/s)
Critical depth = 1.188(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
10
Process from Point/Station 403.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.610(Ac.)
Runoff from this stream = 16.359(CFS)
Time of concentration = 13.93 min.
Rainfall intensity = 2.585(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 412.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.400(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.245(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 413.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 329.400(Ft.)
Downstream point elevation = 326.000(Ft.)
Channel length thru subarea = 250.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.152(CFS)
11
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.152(CFS)
Depth of flow = 0.293(Ft.), Average velocity = 3.624(Ft/s)
Channel flow top width = 1.671(Ft.)
Flow Velocity = 3.62(Ft/s)
Travel time = 1.15 min.
Time of concentration = 9.55 min.
Critical depth = 0.355(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.298(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 3.298(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.599
Subarea runoff = 1.729(CFS) for 0.930(Ac.)
Total runoff = 1.974(CFS) Total area = 1.050(Ac.)
Depth of flow = 0.378(Ft.), Average velocity = 4.166(Ft/s)
Critical depth = 0.461(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 326.000(Ft.)
Downstream point/station elevation = 320.500(Ft.)
Pipe length = 375.00(Ft.) Slope = 0.0147 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.974(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.974(CFS)
Normal flow depth in pipe = 7.27(In.)
Flow top width inside pipe = 7.10(In.)
Critical Depth = 7.67(In.)
Pipe flow velocity = 5.17(Ft/s)
Travel time through pipe = 1.21 min.
Time of concentration (TC) = 10.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 3.054(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
12
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 10.76 min.
Rainfall intensity = 3.054(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.816
Subarea runoff = 6.625(CFS) for 3.890(Ac.)
Total runoff = 8.599(CFS) Total area = 4.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.500(Ft.)
Downstream point/station elevation = 316.600(Ft.)
Pipe length = 430.00(Ft.) Slope = 0.0091 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.599(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.599(CFS)
Normal flow depth in pipe = 12.87(In.)
Flow top width inside pipe = 16.25(In.)
Critical Depth = 13.63(In.)
Pipe flow velocity = 6.37(Ft/s)
Travel time through pipe = 1.13 min.
Time of concentration (TC) = 11.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.864(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 11.88 min.
Rainfall intensity = 2.864(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 4.212
Subarea runoff = 3.465(CFS) for 2.450(Ac.)
Total runoff = 12.064(CFS) Total area = 7.390(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 316.600(Ft.)
Downstream point/station elevation = 306.000(Ft.)
Pipe length = 280.00(Ft.) Slope = 0.0379 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.064(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 12.064(CFS)
Normal flow depth in pipe = 11.79(In.)
Flow top width inside pipe = 12.31(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.66(Ft/s)
Travel time through pipe = 0.40 min.
Time of concentration (TC) = 12.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 7.390(Ac.)
Runoff from this stream = 12.064(CFS)
Time of concentration = 12.28 min.
Rainfall intensity = 2.803(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 417.000 to Point/Station 418.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 308.000(Ft.)
Lowest elevation = 307.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
14
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 3.582(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.306(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 418.000 to Point/Station 419.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 307.000(Ft.)
End of street segment elevation = 303.000(Ft.)
Length of street segment = 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 1.436(CFS)
Depth of flow = 0.256(Ft.), Average velocity = 1.996(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.052(Ft.)
Flow velocity = 2.00(Ft/s)
Travel time = 2.34 min. TC = 10.74 min.
Adding area flow to street
Rainfall intensity (I) = 3.058(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 3.058(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.821
Subarea runoff = 2.203(CFS) for 1.290(Ac.)
Total runoff = 2.510(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 2.510(CFS)
Half street flow at end of street = 2.510(CFS)
Depth of flow = 0.299(Ft.), Average velocity = 2.265(Ft/s)
15
Flow width (from curb towards crown)= 10.181(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 303.000(Ft.)
Downstream point/station elevation = 301.000(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.510(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.510(CFS)
Normal flow depth in pipe = 7.43(In.)
Flow top width inside pipe = 11.65(In.)
Critical Depth = 8.15(In.)
Pipe flow velocity = 4.91(Ft/s)
Travel time through pipe = 0.68 min.
Time of concentration (TC) = 11.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 2.510(CFS)
Time of concentration = 11.42 min.
Rainfall intensity = 2.939(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 12.064 12.28 2.803
2 2.510 11.42 2.939
Qmax(1) =
1.000 * 1.000 * 12.064) +
0.954 * 1.000 * 2.510) + = 14.458
Qmax(2) =
1.000 * 0.929 * 12.064) +
1.000 * 1.000 * 2.510) + = 13.721
Total of 2 streams to confluence:
Flow rates before confluence point:
12.064 2.510
Maximum flow rates at confluence using above data:
14.458 13.721
Area of streams before confluence:
7.390 1.440
16
Results of confluence:
Total flow rate = 14.458(CFS)
Time of concentration = 12.284 min.
Effective stream area after confluence = 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 301.000(Ft.)
Downstream point/station elevation = 289.000(Ft.)
Pipe length = 45.00(Ft.) Slope = 0.2667 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.458(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 14.458(CFS)
Normal flow depth in pipe = 8.02(In.)
Flow top width inside pipe = 11.30(In.)
Critical depth could not be calculated.
Pipe flow velocity = 25.94(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 2.799(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 12.31 min.
Rainfall intensity = 2.799(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.558 CA = 5.205
Subarea runoff = 0.111(CFS) for 0.490(Ac.)
Total runoff = 14.569(CFS) Total area = 9.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 421.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 289.000(Ft.)
Downstream point/station elevation = 262.000(Ft.)
Pipe length = 65.00(Ft.) Slope = 0.4154 Manning's N = 0.013
17
No. of pipes = 1 Required pipe flow = 14.569(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 14.569(CFS)
Normal flow depth in pipe = 6.94(In.)
Flow top width inside pipe = 11.85(In.)
Critical depth could not be calculated.
Pipe flow velocity = 30.95(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 262.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 70.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 14.569(CFS)
Depth of flow = 0.801(Ft.), Average velocity = 8.647(Ft/s)
Channel flow top width = 3.705(Ft.)
Flow Velocity = 8.65(Ft/s)
Travel time = 0.13 min.
Time of concentration = 12.48 min.
Critical depth = 1.156(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 9.320(Ac.)
Runoff from this stream = 14.569(CFS)
Time of concentration = 12.48 min.
Rainfall intensity = 2.775(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 16.359 13.93 2.585
2 14.569 12.48 2.775
Qmax(1) =
1.000 * 1.000 * 16.359) +
18
0.932 * 1.000 * 14.569) + = 29.934
Qmax(2) =
1.000 * 0.896 * 16.359) +
1.000 * 1.000 * 14.569) + = 29.230
Total of 2 main streams to confluence:
Flow rates before confluence point:
16.359 14.569
Maximum flow rates at confluence using above data:
29.934 29.230
Area of streams before confluence:
12.610 9.320
Results of confluence:
Total flow rate = 29.934(CFS)
Time of concentration = 13.929 min.
Effective stream area after confluence = 21.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 422.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 259.500(Ft.)
Downstream point elevation = 212.000(Ft.)
Channel length thru subarea = 905.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 29.934(CFS)
Depth of flow = 1.000(Ft.), Average velocity = 11.963(Ft/s)
Channel flow top width = 4.502(Ft.)
Flow Velocity = 11.96(Ft/s)
Travel time = 1.26 min.
Time of concentration = 15.19 min.
Critical depth = 1.578(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 422.000 to Point/Station 423.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 212.000(Ft.)
Downstream point elevation = 112.000(Ft.)
Channel length thru subarea = 240.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 31.327(CFS)
19
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 31.327(CFS)
Depth of flow = 0.657(Ft.), Average velocity = 26.293(Ft/s)
Channel flow top width = 3.128(Ft.)
Flow Velocity = 26.29(Ft/s)
Travel time = 0.15 min.
Time of concentration = 15.34 min.
Critical depth = 1.609(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 2.429(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.429(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.491 CA = 13.440
Subarea runoff = 2.713(CFS) for 5.450(Ac.)
Total runoff = 32.646(CFS) Total area = 27.380(Ac.)
Depth of flow = 0.669(Ft.), Average velocity = 26.568(Ft/s)
Critical depth = 1.633(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.500(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 483.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 32.646(CFS)
Depth of flow = 1.484(Ft.), Average velocity = 4.146(Ft/s)
!!Warning: Water is above left or right bank elevations
Channel flow top width = 8.000(Ft.)
Flow Velocity = 4.15(Ft/s)
Travel time = 1.94 min.
Time of concentration = 17.28 min.
Critical depth = 1.305(Ft.)
ERROR - Channel depth exceeds maximum allowable depth
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
20
Process from Point/Station 423.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.380(Ac.)
Runoff from this stream = 32.646(CFS)
Time of concentration = 17.28 min.
Rainfall intensity = 2.249(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 425.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 260.000(Ft.)
Lowest elevation = 230.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 50.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 50.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.66 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 50.000^(1/3)]= 3.66
Calculated TC of 3.664 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.088(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 425.000 to Point/Station 426.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 230.000(Ft.)
Downstream point elevation = 216.000(Ft.)
Channel length thru subarea = 300.000(Ft.)
Channel base width = 0.500(Ft.)
21
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 0.088(CFS)
Depth of flow = 0.060(Ft.), Average velocity = 2.365(Ft/s)
Channel flow top width = 0.739(Ft.)
Flow Velocity = 2.36(Ft/s)
Travel time = 2.11 min.
Time of concentration = 5.78 min.
Critical depth = 0.087(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 426.000 to Point/Station 427.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 216.000(Ft.)
Downstream point elevation = 138.000(Ft.)
Channel length thru subarea = 190.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.723(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 1.723(CFS)
Depth of flow = 0.168(Ft.), Average velocity = 12.297(Ft/s)
Channel flow top width = 1.171(Ft.)
Flow Velocity = 12.30(Ft/s)
Travel time = 0.26 min.
Time of concentration = 6.04 min.
Critical depth = 0.434(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.433(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.433(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.745
Subarea runoff = 3.217(CFS) for 2.080(Ac.)
Total runoff = 3.305(CFS) Total area = 2.130(Ac.)
Depth of flow = 0.233(Ft.), Average velocity = 14.669(Ft/s)
Critical depth = 0.590(Ft.)
22
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 428.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 138.000(Ft.)
Downstream point elevation = 131.000(Ft.)
Channel length thru subarea = 235.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 3.305(CFS)
Depth of flow = 0.499(Ft.), Average velocity = 3.320(Ft/s)
Channel flow top width = 3.991(Ft.)
Flow Velocity = 3.32(Ft/s)
Travel time = 1.18 min.
Time of concentration = 7.22 min.
Critical depth = 0.531(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 428.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.130(Ac.)
Runoff from this stream = 3.305(CFS)
Time of concentration = 7.22 min.
Rainfall intensity = 3.951(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 429.000 to Point/Station 430.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance = 90.000(Ft.)
Highest elevation = 151.400(Ft.)
Lowest elevation = 150.000(Ft.)
Elevation difference = 1.400(Ft.) Slope = 1.556 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 1.56 %, in a development type of
General Industrial
23
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.99 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 1.556^(1/3)]= 2.99
Calculated TC of 2.989 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.392(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 430.000 to Point/Station 428.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 150.000(Ft.)
Downstream point elevation = 131.800(Ft.)
Channel length thru subarea = 690.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 4.052(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 4.052(CFS)
Depth of flow = 0.122(Ft.), Average velocity = 3.238(Ft/s)
Channel flow top width = 10.489(Ft.)
Flow Velocity = 3.24(Ft/s)
Travel time = 3.55 min.
Time of concentration = 6.54 min.
Critical depth = 0.170(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.210(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.210(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.579 CA = 1.811
Subarea runoff = 7.232(CFS) for 3.040(Ac.)
Total runoff = 7.624(CFS) Total area = 3.130(Ac.)
Depth of flow = 0.178(Ft.), Average velocity = 4.130(Ft/s)
Critical depth = 0.258(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24
Process from Point/Station 430.000 to Point/Station 428.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.130(Ac.)
Runoff from this stream = 7.624(CFS)
Time of concentration = 6.54 min.
Rainfall intensity = 4.210(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 3.305 7.22 3.951
2 7.624 6.54 4.210
Qmax(1) =
1.000 * 1.000 * 3.305) +
0.939 * 1.000 * 7.624) + = 10.461
Qmax(2) =
1.000 * 0.906 * 3.305) +
1.000 * 1.000 * 7.624) + = 10.620
Total of 2 streams to confluence:
Flow rates before confluence point:
3.305 7.624
Maximum flow rates at confluence using above data:
10.461 10.620
Area of streams before confluence:
2.130 3.130
Results of confluence:
Total flow rate = 10.620(CFS)
Time of concentration = 6.541 min.
Effective stream area after confluence = 5.260(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 428.000 to Point/Station 431.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 131.800(Ft.)
Downstream point elevation = 110.200(Ft.)
Channel length thru subarea = 135.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 10.620(CFS)
Depth of flow = 0.127(Ft.), Average velocity = 8.169(Ft/s)
Channel flow top width = 10.507(Ft.)
Flow Velocity = 8.17(Ft/s)
25
Travel time = 0.28 min.
Time of concentration = 6.82 min.
Critical depth = 0.320(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 431.000 to Point/Station 432.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.200(Ft.)
Downstream point elevation = 104.200(Ft.)
Channel length thru subarea = 552.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 13.662(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 13.662(CFS)
Depth of flow = 1.026(Ft.), Average velocity = 3.244(Ft/s)
Channel flow top width = 8.209(Ft.)
Flow Velocity = 3.24(Ft/s)
Travel time = 2.84 min.
Time of concentration = 9.65 min.
Critical depth = 0.938(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.275(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.275(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.407 CA = 5.077
Subarea runoff = 6.007(CFS) for 7.200(Ac.)
Total runoff = 16.626(CFS) Total area = 12.460(Ac.)
Depth of flow = 1.105(Ft.), Average velocity = 3.407(Ft/s)
Critical depth = 1.016(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 432.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 104.200(Ft.)
Downstream point elevation = 103.000(Ft.)
Channel length thru subarea = 239.000(Ft.)
Channel base width = 0.000(Ft.)
26
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 16.626(CFS)
Depth of flow = 1.277(Ft.), Average velocity = 2.550(Ft/s)
Channel flow top width = 10.214(Ft.)
Flow Velocity = 2.55(Ft/s)
Travel time = 1.56 min.
Time of concentration = 11.21 min.
Critical depth = 1.016(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 432.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 12.460(Ac.)
Runoff from this stream = 16.626(CFS)
Time of concentration = 11.21 min.
Rainfall intensity = 2.973(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 433.000 to Point/Station 434.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 166.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 47.619 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 47.62 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.72 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 47.619^(1/3)]= 3.72
Calculated TC of 3.725 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
27
Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.035(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 434.000 to Point/Station 435.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 166.000(Ft.)
Downstream point elevation = 151.800(Ft.)
Channel length thru subarea = 269.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.035(CFS)
Depth of flow = 0.034(Ft.), Average velocity = 1.815(Ft/s)
Channel flow top width = 0.636(Ft.)
Flow Velocity = 1.82(Ft/s)
Travel time = 2.47 min.
Time of concentration = 6.19 min.
Critical depth = 0.050(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 436.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 151.800(Ft.)
Downstream point elevation = 107.000(Ft.)
Channel length thru subarea = 110.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.947(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.947(CFS)
Depth of flow = 0.123(Ft.), Average velocity = 10.359(Ft/s)
Channel flow top width = 0.991(Ft.)
Flow Velocity = 10.36(Ft/s)
Travel time = 0.18 min.
Time of concentration = 6.37 min.
Critical depth = 0.320(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.281(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
28
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.281(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.416
Subarea runoff = 1.748(CFS) for 1.170(Ac.)
Total runoff = 1.783(CFS) Total area = 1.190(Ac.)
Depth of flow = 0.171(Ft.), Average velocity = 12.378(Ft/s)
Critical depth = 0.441(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 210.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.783(CFS)
Depth of flow = 0.486(Ft.), Average velocity = 1.890(Ft/s)
Channel flow top width = 3.886(Ft.)
Flow Velocity = 1.89(Ft/s)
Travel time = 1.85 min.
Time of concentration = 8.22 min.
Critical depth = 0.414(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 1.190(Ac.)
Runoff from this stream = 1.783(CFS)
Time of concentration = 8.22 min.
Rainfall intensity = 3.632(In/Hr)
Program is now starting with Main Stream No. 4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 437.000 to Point/Station 438.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
29
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 98.000(Ft.)
Highest elevation = 213.000(Ft.)
Lowest elevation = 206.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 7.143 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.14 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.01 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)]= 7.01
Rainfall intensity (I) = 4.026(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.028(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 438.000 to Point/Station 439.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 206.000(Ft.)
Downstream point elevation = 130.000(Ft.)
Channel length thru subarea = 417.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.028(CFS)
Depth of flow = 0.021(Ft.), Average velocity = 2.506(Ft/s)
Channel flow top width = 0.583(Ft.)
Flow Velocity = 2.51(Ft/s)
Travel time = 2.77 min.
Time of concentration = 9.78 min.
Critical depth = 0.043(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 439.000 to Point/Station 440.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 130.000(Ft.)
30
Downstream point elevation = 110.000(Ft.)
Channel length thru subarea = 50.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.028(CFS)
Depth of flow = 0.016(Ft.), Average velocity = 3.215(Ft/s)
Channel flow top width = 0.566(Ft.)
Flow Velocity = 3.21(Ft/s)
Travel time = 0.26 min.
Time of concentration = 10.04 min.
Critical depth = 0.043(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 441.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.000(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 62.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.502(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.502(CFS)
Depth of flow = 0.171(Ft.), Average velocity = 3.483(Ft/s)
Channel flow top width = 1.184(Ft.)
Flow Velocity = 3.48(Ft/s)
Travel time = 0.30 min.
Time of concentration = 10.34 min.
Critical depth = 0.232(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.133(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.133(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.290
Subarea runoff = 0.882(CFS) for 0.810(Ac.)
Total runoff = 0.910(CFS) Total area = 0.830(Ac.)
Depth of flow = 0.231(Ft.), Average velocity = 4.093(Ft/s)
31
Critical depth = 0.316(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.300(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 348.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.910(CFS)
Depth of flow = 0.379(Ft.), Average velocity = 1.583(Ft/s)
Channel flow top width = 3.033(Ft.)
Flow Velocity = 1.58(Ft/s)
Travel time = 3.66 min.
Time of concentration = 14.00 min.
Critical depth = 0.316(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 0.830(Ac.)
Runoff from this stream = 0.910(CFS)
Time of concentration = 14.00 min.
Rainfall intensity = 2.577(In/Hr)
Program is now starting with Main Stream No. 5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 442.000 to Point/Station 443.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 329.000(Ft.)
Lowest elevation = 323.000(Ft.)
32
Elevation difference = 6.000(Ft.) Slope = 5.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 5.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.89 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 5.000^(1/3)]= 7.89
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.25 minutes
for a distance of 20.00 (Ft.) and a slope of 5.00 %
with an elevation difference of 1.00(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.248 Minutes
Tt=[(11.9*0.0038^3)/( 1.00)]^.385= 0.25
Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus
0.25 minutes from the Figure 3-4 formula = 8.14 minutes
Rainfall intensity (I) = 3.655(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.154(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 443.000 to Point/Station 444.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 323.000(Ft.)
Downstream point elevation = 109.000(Ft.)
Channel length thru subarea = 805.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 3.973(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 3.973(CFS)
Depth of flow = 0.060(Ft.), Average velocity = 6.493(Ft/s)
Channel flow top width = 10.242(Ft.)
Flow Velocity = 6.49(Ft/s)
Travel time = 2.07 min.
Time of concentration = 10.21 min.
Critical depth = 0.168(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.159(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
33
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.159(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.439
Subarea runoff = 7.552(CFS) for 6.850(Ac.)
Total runoff = 7.706(CFS) Total area = 6.970(Ac.)
Depth of flow = 0.090(Ft.), Average velocity = 8.420(Ft/s)
Critical depth = 0.260(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 108.000(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 791.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 7.706(CFS)
Depth of flow = 0.951(Ft.), Average velocity = 2.129(Ft/s)
Channel flow top width = 7.609(Ft.)
Flow Velocity = 2.13(Ft/s)
Travel time = 6.19 min.
Time of concentration = 16.40 min.
Critical depth = 0.746(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 5
Stream flow area = 6.970(Ac.)
Runoff from this stream = 7.706(CFS)
Time of concentration = 16.40 min.
Rainfall intensity = 2.327(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 32.646 17.28 2.249
2 16.626 11.21 2.973
3 1.783 8.22 3.632
34
4 0.910 14.00 2.577
5 7.706 16.40 2.327
Qmax(1) =
1.000 * 1.000 * 32.646) +
0.757 * 1.000 * 16.626) +
0.619 * 1.000 * 1.783) +
0.873 * 1.000 * 0.910) +
0.967 * 1.000 * 7.706) + = 54.574
Qmax(2) =
1.000 * 0.649 * 32.646) +
1.000 * 1.000 * 16.626) +
0.819 * 1.000 * 1.783) +
1.000 * 0.801 * 0.910) +
1.000 * 0.684 * 7.706) + = 45.268
Qmax(3) =
1.000 * 0.476 * 32.646) +
1.000 * 0.733 * 16.626) +
1.000 * 1.000 * 1.783) +
1.000 * 0.587 * 0.910) +
1.000 * 0.501 * 7.706) + = 33.907
Qmax(4) =
1.000 * 0.810 * 32.646) +
0.867 * 1.000 * 16.626) +
0.709 * 1.000 * 1.783) +
1.000 * 1.000 * 0.910) +
1.000 * 0.854 * 7.706) + = 49.611
Qmax(5) =
1.000 * 0.949 * 32.646) +
0.783 * 1.000 * 16.626) +
0.641 * 1.000 * 1.783) +
0.903 * 1.000 * 0.910) +
1.000 * 1.000 * 7.706) + = 53.661
Total of 5 main streams to confluence:
Flow rates before confluence point:
32.646 16.626 1.783 0.910 7.706
Maximum flow rates at confluence using above data:
54.574 45.268 33.907 49.611 53.661
Area of streams before confluence:
27.380 12.460 1.190 0.830 6.970
Results of confluence:
Total flow rate = 54.574(CFS)
Time of concentration = 17.283 min.
Effective stream area after confluence = 48.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 450.000 to Point/Station 450.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
35
Rainfall intensity (I) = 2.249(In/Hr) for a 10.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 17.28 min.
Rainfall intensity = 2.249(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.431 CA = 24.435
Subarea runoff = 0.389(CFS) for 7.920(Ac.)
Total runoff = 54.963(CFS) Total area = 56.750(Ac.)
End of computations, total study area = 56.750 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
100-Year Analysis of Basins 100, 200, and 300
Based on Post-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 385.700(Ft.)
Lowest elevation = 384.800(Ft.)
Elevation difference = 0.900(Ft.) Slope = 0.900 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 0.90 %, in a development type of
Limited Industrial
2
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.61 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 0.900^(1/3)]= 3.61
Calculated TC of 3.610 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 1.494(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.100
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 384.800(Ft.)
Downstream point elevation = 368.000(Ft.)
Channel length thru subarea = 107.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 1.494(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.494(CFS)
Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s)
Channel flow top width = 11.161(Ft.)
Flow Velocity = 2.43(Ft/s)
Travel time = 0.73 min.
Time of concentration = 4.34 min.
Critical depth = 0.086(Ft.)
Adding area flow to channel
Calculated TC of 4.343 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 0.196
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 1.494(CFS) Total area = 0.230(Ac.)
Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s)
Critical depth = 0.086(Ft.)
3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.100 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 368.000(Ft.)
End of street segment elevation = 340.000(Ft.)
Length of street segment = 910.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 21.676(CFS)
Depth of flow = 0.506(Ft.), Average velocity = 5.054(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.28(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.535(Ft.)
Flow velocity = 5.05(Ft/s)
Travel time = 3.00 min. TC = 7.34 min.
Adding area flow to street
Rainfall intensity (I) = 5.963(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 5.963(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 7.010
Subarea runoff = 40.302(CFS) for 8.310(Ac.)
Total runoff = 41.796(CFS) Total area = 8.540(Ac.)
Street flow at end of street = 41.796(CFS)
Half street flow at end of street = 41.796(CFS)
Depth of flow = 0.615(Ft.), Average velocity = 5.969(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 5.75(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 340.000(Ft.)
Downstream point/station elevation = 320.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0580 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 41.796(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 41.796(CFS)
Normal flow depth in pipe = 15.75(In.)
Flow top width inside pipe = 22.80(In.)
Critical depth could not be calculated.
Pipe flow velocity = 19.11(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 7.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 5.810(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 7.65 min.
Rainfall intensity = 5.810(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 10.331
Subarea runoff = 18.227(CFS) for 4.050(Ac.)
Total runoff = 60.023(CFS) Total area = 12.590(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 320.000(Ft.)
Downstream point elevation = 298.000(Ft.)
Channel length thru subarea = 265.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 62.489(CFS)
Manning's 'N' = 0.060
5
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 62.489(CFS)
Depth of flow = 0.873(Ft.), Average velocity = 5.676(Ft/s)
Channel flow top width = 15.235(Ft.)
Flow Velocity = 5.68(Ft/s)
Travel time = 0.78 min.
Time of concentration = 8.42 min.
Critical depth = 0.969(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.458(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 5.458(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.698 CA = 11.888
Subarea runoff = 4.863(CFS) for 4.450(Ac.)
Total runoff = 64.886(CFS) Total area = 17.040(Ac.)
Depth of flow = 0.891(Ft.), Average velocity = 5.745(Ft/s)
Critical depth = 0.984(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 298.000(Ft.)
Downstream point/station elevation = 296.000(Ft.)
Pipe length = 95.00(Ft.) Slope = 0.0211 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 64.886(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 64.886(CFS)
Normal flow depth in pipe = 23.27(In.)
Flow top width inside pipe = 30.09(In.)
Critical Depth = 30.55(In.)
Pipe flow velocity = 14.49(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 8.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 17.040(Ac.)
6
Runoff from this stream = 64.886(CFS)
Time of concentration = 8.53 min.
Rainfall intensity = 5.413(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Initial subarea total flow distance = 130.000(Ft.)
Highest elevation = 334.000(Ft.)
Lowest elevation = 332.700(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
10.9 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.90 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.689(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.600
Subarea runoff = 1.502(CFS)
Total initial stream area = 0.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 332.700(Ft.)
End of street segment elevation = 296.000(Ft.)
Length of street segment = 710.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
7
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.015(CFS)
Depth of flow = 0.319(Ft.), Average velocity = 4.547(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.187(Ft.)
Flow velocity = 4.55(Ft/s)
Travel time = 2.60 min. TC = 10.50 min.
Adding area flow to street
Rainfall intensity (I) = 4.734(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Rainfall intensity = 4.734(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.600 CA = 2.208
Subarea runoff = 8.951(CFS) for 3.240(Ac.)
Total runoff = 10.453(CFS) Total area = 3.680(Ac.)
Street flow at end of street = 10.453(CFS)
Half street flow at end of street = 10.453(CFS)
Depth of flow = 0.374(Ft.), Average velocity = 5.183(Ft/s)
Flow width (from curb towards crown)= 13.948(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.680(Ac.)
Runoff from this stream = 10.453(CFS)
Time of concentration = 10.50 min.
Rainfall intensity = 4.734(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 64.886 8.53 5.413
2 10.453 10.50 4.734
Qmax(1) =
1.000 * 1.000 * 64.886) +
1.000 * 0.812 * 10.453) + = 73.379
Qmax(2) =
8
0.875 * 1.000 * 64.886) +
1.000 * 1.000 * 10.453) + = 67.203
Total of 2 main streams to confluence:
Flow rates before confluence point:
64.886 10.453
Maximum flow rates at confluence using above data:
73.379 67.203
Area of streams before confluence:
17.040 3.680
Results of confluence:
Total flow rate = 73.379(CFS)
Time of concentration = 8.533 min.
Effective stream area after confluence = 20.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 296.000(Ft.)
Downstream point/station elevation = 288.000(Ft.)
Pipe length = 240.00(Ft.) Slope = 0.0333 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 73.379(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 73.379(CFS)
Normal flow depth in pipe = 24.05(In.)
Flow top width inside pipe = 23.93(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.39(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 8.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 20.720(Ac.)
Runoff from this stream = 73.379(CFS)
Time of concentration = 8.76 min.
Rainfall intensity = 5.321(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
9
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 328.700(Ft.)
Lowest elevation = 328.000(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.530(CFS)
Total initial stream area = 0.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 328.000(Ft.)
End of street segment elevation = 288.000(Ft.)
Length of street segment = 1110.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.419(CFS)
Depth of flow = 0.342(Ft.), Average velocity = 4.023(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.347(Ft.)
Flow velocity = 4.02(Ft/s)
Travel time = 4.60 min. TC = 13.00 min.
10
Adding area flow to street
Rainfall intensity (I) = 4.126(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.126(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.964
Subarea runoff = 11.699(CFS) for 5.030(Ac.)
Total runoff = 12.229(CFS) Total area = 5.200(Ac.)
Street flow at end of street = 12.229(CFS)
Half street flow at end of street = 12.229(CFS)
Depth of flow = 0.413(Ft.), Average velocity = 4.693(Ft/s)
Flow width (from curb towards crown)= 15.920(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.200(Ac.)
Runoff from this stream = 12.229(CFS)
Time of concentration = 13.00 min.
Rainfall intensity = 4.126(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 73.379 8.76 5.321
2 12.229 13.00 4.126
Qmax(1) =
1.000 * 1.000 * 73.379) +
1.000 * 0.674 * 12.229) + = 81.622
Qmax(2) =
0.775 * 1.000 * 73.379) +
1.000 * 1.000 * 12.229) + = 69.126
Total of 2 main streams to confluence:
Flow rates before confluence point:
73.379 12.229
Maximum flow rates at confluence using above data:
81.622 69.126
Area of streams before confluence:
11
20.720 5.200
Results of confluence:
Total flow rate = 81.622(CFS)
Time of concentration = 8.763 min.
Effective stream area after confluence = 25.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 288.000(Ft.)
Downstream point/station elevation = 218.000(Ft.)
Pipe length = 305.00(Ft.) Slope = 0.2295 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 81.622(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 81.622(CFS)
Normal flow depth in pipe = 15.56(In.)
Flow top width inside pipe = 22.92(In.)
Critical depth could not be calculated.
Pipe flow velocity = 37.90(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 8.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 218.000(Ft.)
Downstream point elevation = 198.000(Ft.)
Channel length thru subarea = 635.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 84.015(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 84.015(CFS)
Depth of flow = 1.723(Ft.), Average velocity = 5.774(Ft/s)
Channel flow top width = 11.892(Ft.)
Flow Velocity = 5.77(Ft/s)
Travel time = 1.83 min.
Time of concentration = 10.73 min.
Critical depth = 1.641(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.669(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
12
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 4.669(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.662 CA = 18.494
Subarea runoff = 4.732(CFS) for 2.020(Ac.)
Total runoff = 86.354(CFS) Total area = 27.940(Ac.)
Depth of flow = 1.747(Ft.), Average velocity = 5.818(Ft/s)
Critical depth = 1.672(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.940(Ac.)
Runoff from this stream = 86.354(CFS)
Time of concentration = 10.73 min.
Rainfall intensity = 4.669(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 115.000(Ft.)
Highest elevation = 337.000(Ft.)
Lowest elevation = 330.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 6.087 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.09 %, in a development type of
Permanent Open Space
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.70 minutes
(for slope value of 5.00 %)
Rainfall intensity (I) = 5.345(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
13
Subarea runoff = 0.281(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.000 to Point/Station 115.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 330.000(Ft.)
Downstream point elevation = 240.000(Ft.)
Channel length thru subarea = 420.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 1.517(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.517(CFS)
Depth of flow = 0.066(Ft.), Average velocity = 2.157(Ft/s)
Channel flow top width = 11.319(Ft.)
Flow Velocity = 2.16(Ft/s)
Travel time = 3.25 min.
Time of concentration = 11.95 min.
Critical depth = 0.087(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.357(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.357(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.612
Subarea runoff = 2.388(CFS) for 1.600(Ac.)
Total runoff = 2.669(CFS) Total area = 1.750(Ac.)
Depth of flow = 0.092(Ft.), Average velocity = 2.656(Ft/s)
Critical depth = 0.125(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 240.000(Ft.)
End of street segment elevation = 203.000(Ft.)
Length of street segment = 900.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
14
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 19.672(CFS)
Depth of flow = 0.468(Ft.), Average velocity = 5.536(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.661(Ft.)
Flow velocity = 5.54(Ft/s)
Travel time = 2.71 min. TC = 14.65 min.
Adding area flow to street
Rainfall intensity (I) = 3.819(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 3.819(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.666 CA = 9.622
Subarea runoff = 34.077(CFS) for 12.690(Ac.)
Total runoff = 36.745(CFS) Total area = 14.440(Ac.)
Street flow at end of street = 36.745(CFS)
Half street flow at end of street = 36.745(CFS)
Depth of flow = 0.569(Ft.), Average velocity = 6.356(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 3.45(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 203.000(Ft.)
Downstream point/station elevation = 198.000(Ft.)
Pipe length = 100.00(Ft.) Slope = 0.0500 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 36.745(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 36.745(CFS)
Normal flow depth in pipe = 15.16(In.)
15
Flow top width inside pipe = 23.15(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.56(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 14.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.440(Ac.)
Runoff from this stream = 36.745(CFS)
Time of concentration = 14.75 min.
Rainfall intensity = 3.803(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 86.354 10.73 4.669
2 36.745 14.75 3.803
Qmax(1) =
1.000 * 1.000 * 86.354) +
1.000 * 0.727 * 36.745) + = 113.084
Qmax(2) =
0.814 * 1.000 * 86.354) +
1.000 * 1.000 * 36.745) + = 107.077
Total of 2 main streams to confluence:
Flow rates before confluence point:
86.354 36.745
Maximum flow rates at confluence using above data:
113.084 107.077
Area of streams before confluence:
27.940 14.440
Results of confluence:
Total flow rate = 113.084(CFS)
Time of concentration = 10.730 min.
Effective stream area after confluence = 42.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 198.000(Ft.)
16
Downstream point/station elevation = 189.000(Ft.)
Pipe length = 360.00(Ft.) Slope = 0.0250 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 113.084(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 113.084(CFS)
Normal flow depth in pipe = 28.03(In.)
Flow top width inside pipe = 35.07(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.72(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 11.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.577(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 11.07 min.
Rainfall intensity = 4.577(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.673 CA = 36.324
Subarea runoff = 53.155(CFS) for 11.560(Ac.)
Total runoff = 166.240(CFS) Total area = 53.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 53.940(Ac.)
Runoff from this stream = 166.240(CFS)
Time of concentration = 11.07 min.
Rainfall intensity = 4.577(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
17
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 80.000(Ft.)
Highest elevation = 274.600(Ft.)
Lowest elevation = 273.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.592(CFS)
Total initial stream area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 119.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 273.800(Ft.)
End of street segment elevation = 181.000(Ft.)
Length of street segment = 1290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 19.754(CFS)
Depth of flow = 0.430(Ft.), Average velocity = 6.849(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.772(Ft.)
Flow velocity = 6.85(Ft/s)
Travel time = 3.14 min. TC = 11.54 min.
Adding area flow to street
Rainfall intensity (I) = 4.455(In/Hr) for a 100.0 year storm
18
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.455(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 8.715
Subarea runoff = 38.237(CFS) for 15.100(Ac.)
Total runoff = 38.829(CFS) Total area = 15.290(Ac.)
Street flow at end of street = 38.829(CFS)
Half street flow at end of street = 38.829(CFS)
Depth of flow = 0.535(Ft.), Average velocity = 7.855(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 1.75(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 181.000(Ft.)
Downstream point/station elevation = 177.900(Ft.)
Pipe length = 310.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 38.829(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 38.829(CFS)
Normal flow depth in pipe = 23.25(In.)
Flow top width inside pipe = 25.05(In.)
Critical Depth = 25.24(In.)
Pipe flow velocity = 9.51(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 12.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 15.290(Ac.)
Runoff from this stream = 38.829(CFS)
Time of concentration = 12.08 min.
Rainfall intensity = 4.325(In/Hr)
Summary of stream data:
19
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 166.240 11.07 4.577
2 38.829 12.08 4.325
Qmax(1) =
1.000 * 1.000 * 166.240) +
1.000 * 0.916 * 38.829) + = 201.809
Qmax(2) =
0.945 * 1.000 * 166.240) +
1.000 * 1.000 * 38.829) + = 195.929
Total of 2 main streams to confluence:
Flow rates before confluence point:
166.240 38.829
Maximum flow rates at confluence using above data:
201.809 195.929
Area of streams before confluence:
53.940 15.290
Results of confluence:
Total flow rate = 201.809(CFS)
Time of concentration = 11.068 min.
Effective stream area after confluence = 69.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 177.900(Ft.)
Downstream point/station elevation = 148.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0867 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 201.809(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 201.809(CFS)
Normal flow depth in pipe = 27.14(In.)
Flow top width inside pipe = 35.88(In.)
Critical depth could not be calculated.
Pipe flow velocity = 32.77(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 11.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.530(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
20
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Time of concentration = 11.24 min.
Rainfall intensity = 4.530(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.659 CA = 47.726
Subarea runoff = 14.404(CFS) for 3.160(Ac.)
Total runoff = 216.213(CFS) Total area = 72.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 122.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 148.000(Ft.)
Downstream point/station elevation = 125.000(Ft.)
Pipe length = 77.00(Ft.) Slope = 0.2987 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 216.213(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 216.213(CFS)
Normal flow depth in pipe = 23.67(In.)
Flow top width inside pipe = 24.48(In.)
Critical depth could not be calculated.
Pipe flow velocity = 52.02(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 11.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 125.000(Ft.)
Downstream point/station elevation = 85.000(Ft.)
Pipe length = 815.00(Ft.) Slope = 0.0491 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 216.213(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 216.213(CFS)
Normal flow depth in pipe = 33.38(In.)
Flow top width inside pipe = 33.93(In.)
Critical depth could not be calculated.
Pipe flow velocity = 26.40(Ft/s)
Travel time through pipe = 0.51 min.
Time of concentration (TC) = 11.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
21
Process from Point/Station 122.000 to Point/Station 123.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 72.390(Ac.)
Runoff from this stream = 216.213(CFS)
Time of concentration = 11.78 min.
Rainfall intensity = 4.395(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 181.600(Ft.)
Lowest elevation = 181.000(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 2.33 %, in a development type of
Limited Industrial
In Accordance With Table 3-2
Initial Area Time of Concentration = 3.10 minutes
(for slope value of 2.00 %)
Calculated TC of 3.100 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.585(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 181.000(Ft.)
End of street segment elevation = 111.000(Ft.)
Length of street segment = 921.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
22
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 4.421(CFS)
Depth of flow = 0.277(Ft.), Average velocity = 4.912(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.104(Ft.)
Flow velocity = 4.91(Ft/s)
Travel time = 3.12 min. TC = 6.22 min.
Adding area flow to street
Rainfall intensity (I) = 6.634(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 6.634(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 1.258
Subarea runoff = 7.761(CFS) for 1.390(Ac.)
Total runoff = 8.345(CFS) Total area = 1.480(Ac.)
Street flow at end of street = 8.345(CFS)
Half street flow at end of street = 8.345(CFS)
Depth of flow = 0.331(Ft.), Average velocity = 5.691(Ft/s)
Flow width (from curb towards crown)= 11.811(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 111.000(Ft.)
Downstream point elevation = 105.500(Ft.)
Channel length thru subarea = 383.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Estimated mean flow rate at midpoint of channel = 20.685(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
23
Flow(q) thru subarea = 20.685(CFS)
Depth of flow = 0.352(Ft.), Average velocity = 2.130(Ft/s)
Channel flow top width = 45.196(Ft.)
Flow Velocity = 2.13(Ft/s)
Travel time = 3.00 min.
Time of concentration = 9.22 min.
Critical depth = 0.316(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.148(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 5.148(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.396 CA = 6.399
Subarea runoff = 24.600(CFS) for 14.690(Ac.)
Total runoff = 32.945(CFS) Total area = 16.170(Ac.)
Depth of flow = 0.433(Ft.), Average velocity = 2.401(Ft/s)
Critical depth = 0.398(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 99.600(Ft.)
Downstream point/station elevation = 86.200(Ft.)
Pipe length = 298.00(Ft.) Slope = 0.0450 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 32.945(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 32.945(CFS)
Normal flow depth in pipe = 16.85(In.)
Flow top width inside pipe = 16.72(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.92(Ft/s)
Travel time through pipe = 0.31 min.
Time of concentration (TC) = 9.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 16.170(Ac.)
Runoff from this stream = 32.945(CFS)
24
Time of concentration = 9.53 min.
Rainfall intensity = 5.039(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 250.000(Ft.)
Highest elevation = 163.000(Ft.)
Lowest elevation = 139.000(Ft.)
Elevation difference = 24.000(Ft.) Slope = 9.600 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 9.60 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.35 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 9.600^(1/3)]= 6.35
The initial area total distance of 250.00 (Ft.) entered leaves a
remaining distance of 150.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 150.00 (Ft.) and a slope of 9.60 %
with an elevation difference of 14.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.912 Minutes
Tt=[(11.9*0.0284^3)/( 14.40)]^.385= 0.91
Total initial area Ti = 6.35 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 7.26 minutes
Rainfall intensity (I) = 6.005(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 2.144(CFS)
Total initial stream area = 1.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 302.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 139.000(Ft.)
Downstream point elevation = 111.000(Ft.)
Channel length thru subarea = 60.000(Ft.)
25
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.045
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.144(CFS)
Depth of flow = 0.061(Ft.), Average velocity = 3.466(Ft/s)
Channel flow top width = 10.244(Ft.)
Flow Velocity = 3.47(Ft/s)
Travel time = 0.29 min.
Time of concentration = 7.55 min.
Critical depth = 0.111(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 111.000(Ft.)
Downstream point elevation = 103.000(Ft.)
Channel length thru subarea = 450.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Estimated mean flow rate at midpoint of channel = 7.344(CFS)
Manning's 'N' = 0.031
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 7.344(CFS)
Depth of flow = 0.210(Ft.), Average velocity = 1.712(Ft/s)
Channel flow top width = 30.954(Ft.)
Flow Velocity = 1.71(Ft/s)
Travel time = 4.38 min.
Time of concentration = 11.93 min.
Critical depth = 0.188(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.360(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.360(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.856
Subarea runoff = 10.307(CFS) for 7.140(Ac.)
Total runoff = 12.451(CFS) Total area = 8.160(Ac.)
Depth of flow = 0.269(Ft.), Average velocity = 1.970(Ft/s)
Critical depth = 0.246(Ft.)
26
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 93.500(Ft.)
Downstream point/station elevation = 71.300(Ft.)
Pipe length = 119.00(Ft.) Slope = 0.1866 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.451(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 12.451(CFS)
Normal flow depth in pipe = 8.19(In.)
Flow top width inside pipe = 11.17(In.)
Critical depth could not be calculated.
Pipe flow velocity = 21.82(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 12.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 8.160(Ac.)
Runoff from this stream = 12.451(CFS)
Time of concentration = 12.03 min.
Rainfall intensity = 4.338(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 216.213 11.78 4.395
2 32.945 9.53 5.039
3 12.451 12.03 4.338
Qmax(1) =
1.000 * 1.000 * 216.213) +
0.872 * 1.000 * 32.945) +
1.000 * 0.980 * 12.451) + = 257.153
Qmax(2) =
1.000 * 0.809 * 216.213) +
1.000 * 1.000 * 32.945) +
1.000 * 0.793 * 12.451) + = 217.766
Qmax(3) =
0.987 * 1.000 * 216.213) +
0.861 * 1.000 * 32.945) +
1.000 * 1.000 * 12.451) + = 254.212
Total of 3 main streams to confluence:
27
Flow rates before confluence point:
216.213 32.945 12.451
Maximum flow rates at confluence using above data:
257.153 217.766 254.212
Area of streams before confluence:
72.390 16.170 8.160
Results of confluence:
Total flow rate = 257.153(CFS)
Time of concentration = 11.783 min.
Effective stream area after confluence = 96.720(Ac.)
End of computations, total study area = 96.720 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/10/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
100-Year Analysis of Basin 400
Based on Post-Project Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 362.000(Ft.)
Lowest elevation = 361.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
2
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.405(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 361.000(Ft.)
End of street segment elevation = 329.000(Ft.)
Length of street segment = 815.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.049(CFS)
Depth of flow = 0.332(Ft.), Average velocity = 4.099(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.852(Ft.)
Flow velocity = 4.10(Ft/s)
Travel time = 3.31 min. TC = 11.71 min.
Adding area flow to street
Rainfall intensity (I) = 4.412(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(4.3 DU/A or Less )
Impervious value, Ai = 0.300
Sub-Area C Value = 0.520
Rainfall intensity = 4.412(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.521 CA = 2.633
Subarea runoff = 11.210(CFS) for 4.920(Ac.)
Total runoff = 11.615(CFS) Total area = 5.050(Ac.)
Street flow at end of street = 11.615(CFS)
Half street flow at end of street = 11.615(CFS)
3
Depth of flow = 0.402(Ft.), Average velocity = 4.789(Ft/s)
Flow width (from curb towards crown)= 15.344(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.000(Ft.)
Downstream point/station elevation = 310.000(Ft.)
Pipe length = 185.00(Ft.) Slope = 0.1027 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.615(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 11.615(CFS)
Normal flow depth in pipe = 8.04(In.)
Flow top width inside pipe = 14.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.36(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 11.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.370(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 11.89 min.
Rainfall intensity = 4.370(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.506 CA = 2.804
Subarea runoff = 0.637(CFS) for 0.490(Ac.)
Total runoff = 12.252(CFS) Total area = 5.540(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.540(Ac.)
Runoff from this stream = 12.252(CFS)
Time of concentration = 11.89 min.
4
Rainfall intensity = 4.370(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 405.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.300(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.343(CFS)
Total initial stream area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 8.40 min.
Rainfall intensity = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.393
Subarea runoff = 1.808(CFS) for 0.580(Ac.)
Total runoff = 2.150(CFS) Total area = 0.690(Ac.)
5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.300(Ft.)
Downstream point/station elevation = 322.300(Ft.)
Pipe length = 400.00(Ft.) Slope = 0.0175 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.150(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.150(CFS)
Normal flow depth in pipe = 7.24(In.)
Flow top width inside pipe = 7.14(In.)
Critical Depth = 7.92(In.)
Pipe flow velocity = 5.65(Ft/s)
Travel time through pipe = 1.18 min.
Time of concentration (TC) = 9.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff from this stream = 2.150(CFS)
Time of concentration = 9.58 min.
Rainfall intensity = 5.023(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 325.000(Ft.)
Lowest elevation = 324.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
6
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.654(CFS)
Total initial stream area = 0.210(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 409.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 324.000(Ft.)
End of street segment elevation = 320.200(Ft.)
Length of street segment = 395.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 5.650(CFS)
Depth of flow = 0.400(Ft.), Average velocity = 2.360(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.240(Ft.)
Flow velocity = 2.36(Ft/s)
Travel time = 2.79 min. TC = 11.19 min.
Adding area flow to street
Rainfall intensity (I) = 4.545(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.545(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.326
Subarea runoff = 9.915(CFS) for 3.870(Ac.)
Total runoff = 10.569(CFS) Total area = 4.080(Ac.)
Street flow at end of street = 10.569(CFS)
Half street flow at end of street = 10.569(CFS)
Depth of flow = 0.484(Ft.), Average velocity = 2.747(Ft/s)
7
Flow width (from curb towards crown)= 19.431(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.200(Ft.)
Downstream point/station elevation = 317.300(Ft.)
Pipe length = 290.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.569(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.569(CFS)
Normal flow depth in pipe = 12.54(In.)
Flow top width inside pipe = 20.60(In.)
Critical Depth = 14.54(In.)
Pipe flow velocity = 7.05(Ft/s)
Travel time through pipe = 0.69 min.
Time of concentration (TC) = 11.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.080(Ac.)
Runoff from this stream = 10.569(CFS)
Time of concentration = 11.87 min.
Rainfall intensity = 4.374(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.150 9.58 5.023
2 10.569 11.87 4.374
Qmax(1) =
1.000 * 1.000 * 2.150) +
1.000 * 0.807 * 10.569) + = 10.678
Qmax(2) =
0.871 * 1.000 * 2.150) +
1.000 * 1.000 * 10.569) + = 12.441
Total of 2 streams to confluence:
Flow rates before confluence point:
2.150 10.569
Maximum flow rates at confluence using above data:
10.678 12.441
Area of streams before confluence:
0.690 4.080
8
Results of confluence:
Total flow rate = 12.441(CFS)
Time of concentration = 11.874 min.
Effective stream area after confluence = 4.770(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 317.300(Ft.)
Downstream point/station elevation = 300.000(Ft.)
Pipe length = 225.00(Ft.) Slope = 0.0769 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.441(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 12.441(CFS)
Normal flow depth in pipe = 9.20(In.)
Flow top width inside pipe = 14.61(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.77(Ft/s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 12.11 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.770(Ac.)
Runoff from this stream = 12.441(CFS)
Time of concentration = 12.11 min.
Rainfall intensity = 4.318(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 12.252 11.89 4.370
2 12.441 12.11 4.318
Qmax(1) =
1.000 * 1.000 * 12.252) +
1.000 * 0.982 * 12.441) + = 24.467
Qmax(2) =
0.988 * 1.000 * 12.252) +
1.000 * 1.000 * 12.441) + = 24.549
Total of 2 main streams to confluence:
Flow rates before confluence point:
12.252 12.441
9
Maximum flow rates at confluence using above data:
24.467 24.549
Area of streams before confluence:
5.540 4.770
Results of confluence:
Total flow rate = 24.549(CFS)
Time of concentration = 12.112 min.
Effective stream area after confluence = 10.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 300.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 835.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 25.133(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 25.133(CFS)
Depth of flow = 0.946(Ft.), Average velocity = 11.117(Ft/s)
Channel flow top width = 4.282(Ft.)
Flow Velocity = 11.12(Ft/s)
Travel time = 1.25 min.
Time of concentration = 13.36 min.
Critical depth = 1.438(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.053(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.053(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.502 CA = 6.328
Subarea runoff = 1.095(CFS) for 2.300(Ac.)
Total runoff = 25.645(CFS) Total area = 12.610(Ac.)
Depth of flow = 0.954(Ft.), Average velocity = 11.173(Ft/s)
Critical depth = 1.453(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
10
Process from Point/Station 403.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.610(Ac.)
Runoff from this stream = 25.645(CFS)
Time of concentration = 13.36 min.
Rainfall intensity = 4.053(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 412.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.400(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.374(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 413.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 329.400(Ft.)
Downstream point elevation = 326.000(Ft.)
Channel length thru subarea = 250.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.735(CFS)
11
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.735(CFS)
Depth of flow = 0.356(Ft.), Average velocity = 4.030(Ft/s)
Channel flow top width = 1.922(Ft.)
Flow Velocity = 4.03(Ft/s)
Travel time = 1.03 min.
Time of concentration = 9.43 min.
Critical depth = 0.434(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.073(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 5.073(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.599
Subarea runoff = 2.662(CFS) for 0.930(Ac.)
Total runoff = 3.036(CFS) Total area = 1.050(Ac.)
Depth of flow = 0.460(Ft.), Average velocity = 4.650(Ft/s)
Critical depth = 0.566(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 326.000(Ft.)
Downstream point/station elevation = 320.500(Ft.)
Pipe length = 375.00(Ft.) Slope = 0.0147 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.036(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.036(CFS)
Normal flow depth in pipe = 7.42(In.)
Flow top width inside pipe = 11.66(In.)
Critical Depth = 8.96(In.)
Pipe flow velocity = 5.95(Ft/s)
Travel time through pipe = 1.05 min.
Time of concentration (TC) = 10.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.739(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
12
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 10.48 min.
Rainfall intensity = 4.739(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.816
Subarea runoff = 10.309(CFS) for 3.890(Ac.)
Total runoff = 13.345(CFS) Total area = 4.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.500(Ft.)
Downstream point/station elevation = 316.600(Ft.)
Pipe length = 430.00(Ft.) Slope = 0.0091 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.345(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 13.345(CFS)
Normal flow depth in pipe = 15.35(In.)
Flow top width inside pipe = 18.62(In.)
Critical Depth = 16.32(In.)
Pipe flow velocity = 7.08(Ft/s)
Travel time through pipe = 1.01 min.
Time of concentration (TC) = 11.50 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.466(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 11.50 min.
Rainfall intensity = 4.466(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 4.212
Subarea runoff = 5.467(CFS) for 2.450(Ac.)
Total runoff = 18.812(CFS) Total area = 7.390(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 316.600(Ft.)
Downstream point/station elevation = 306.000(Ft.)
Pipe length = 280.00(Ft.) Slope = 0.0379 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.812(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 18.812(CFS)
Normal flow depth in pipe = 13.62(In.)
Flow top width inside pipe = 15.45(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.12(Ft/s)
Travel time through pipe = 0.36 min.
Time of concentration (TC) = 11.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 7.390(Ac.)
Runoff from this stream = 18.812(CFS)
Time of concentration = 11.85 min.
Rainfall intensity = 4.379(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 417.000 to Point/Station 418.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 308.000(Ft.)
Lowest elevation = 307.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
14
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.467(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 418.000 to Point/Station 419.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 307.000(Ft.)
End of street segment elevation = 303.000(Ft.)
Length of street segment = 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.214(CFS)
Depth of flow = 0.288(Ft.), Average velocity = 2.201(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.669(Ft.)
Flow velocity = 2.20(Ft/s)
Travel time = 2.12 min. TC = 10.52 min.
Adding area flow to street
Rainfall intensity (I) = 4.729(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.729(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.821
Subarea runoff = 3.414(CFS) for 1.290(Ac.)
Total runoff = 3.882(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 3.882(CFS)
Half street flow at end of street = 3.882(CFS)
Depth of flow = 0.338(Ft.), Average velocity = 2.509(Ft/s)
15
Flow width (from curb towards crown)= 12.149(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 303.000(Ft.)
Downstream point/station elevation = 301.000(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.882(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.882(CFS)
Normal flow depth in pipe = 8.38(In.)
Flow top width inside pipe = 14.90(In.)
Critical Depth = 9.55(In.)
Pipe flow velocity = 5.50(Ft/s)
Travel time through pipe = 0.61 min.
Time of concentration (TC) = 11.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 3.882(CFS)
Time of concentration = 11.13 min.
Rainfall intensity = 4.561(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 18.812 11.85 4.379
2 3.882 11.13 4.561
Qmax(1) =
1.000 * 1.000 * 18.812) +
0.960 * 1.000 * 3.882) + = 22.539
Qmax(2) =
1.000 * 0.939 * 18.812) +
1.000 * 1.000 * 3.882) + = 21.542
Total of 2 streams to confluence:
Flow rates before confluence point:
18.812 3.882
Maximum flow rates at confluence using above data:
22.539 21.542
Area of streams before confluence:
7.390 1.440
16
Results of confluence:
Total flow rate = 22.539(CFS)
Time of concentration = 11.852 min.
Effective stream area after confluence = 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 301.000(Ft.)
Downstream point/station elevation = 289.000(Ft.)
Pipe length = 45.00(Ft.) Slope = 0.2667 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.539(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 22.539(CFS)
Normal flow depth in pipe = 9.04(In.)
Flow top width inside pipe = 14.68(In.)
Critical depth could not be calculated.
Pipe flow velocity = 29.19(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 11.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.373(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 11.88 min.
Rainfall intensity = 4.373(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.558 CA = 5.205
Subarea runoff = 0.221(CFS) for 0.490(Ac.)
Total runoff = 22.760(CFS) Total area = 9.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 421.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 289.000(Ft.)
Downstream point/station elevation = 262.000(Ft.)
Pipe length = 65.00(Ft.) Slope = 0.4154 Manning's N = 0.013
17
No. of pipes = 1 Required pipe flow = 22.760(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 22.760(CFS)
Normal flow depth in pipe = 9.75(In.)
Flow top width inside pipe = 9.37(In.)
Critical depth could not be calculated.
Pipe flow velocity = 33.33(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 11.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 262.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 70.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 22.760(CFS)
Depth of flow = 0.967(Ft.), Average velocity = 9.669(Ft/s)
Channel flow top width = 4.368(Ft.)
Flow Velocity = 9.67(Ft/s)
Travel time = 0.12 min.
Time of concentration = 12.03 min.
Critical depth = 1.398(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 9.320(Ac.)
Runoff from this stream = 22.760(CFS)
Time of concentration = 12.03 min.
Rainfall intensity = 4.337(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 25.645 13.36 4.053
2 22.760 12.03 4.337
Qmax(1) =
1.000 * 1.000 * 25.645) +
18
0.934 * 1.000 * 22.760) + = 46.913
Qmax(2) =
1.000 * 0.900 * 25.645) +
1.000 * 1.000 * 22.760) + = 45.846
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.645 22.760
Maximum flow rates at confluence using above data:
46.913 45.846
Area of streams before confluence:
12.610 9.320
Results of confluence:
Total flow rate = 46.913(CFS)
Time of concentration = 13.364 min.
Effective stream area after confluence = 21.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 422.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 259.500(Ft.)
Downstream point elevation = 212.000(Ft.)
Channel length thru subarea = 905.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 46.913(CFS)
Depth of flow = 1.205(Ft.), Average velocity = 13.384(Ft/s)
Channel flow top width = 5.319(Ft.)
Flow Velocity = 13.38(Ft/s)
Travel time = 1.13 min.
Time of concentration = 14.49 min.
Critical depth = 1.906(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 422.000 to Point/Station 423.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 212.000(Ft.)
Downstream point elevation = 112.000(Ft.)
Channel length thru subarea = 240.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 49.178(CFS)
19
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 49.178(CFS)
Depth of flow = 0.797(Ft.), Average velocity = 29.447(Ft/s)
Channel flow top width = 3.689(Ft.)
Flow Velocity = 29.45(Ft/s)
Travel time = 0.14 min.
Time of concentration = 14.63 min.
Critical depth = 1.938(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.823(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.823(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.491 CA = 13.440
Subarea runoff = 4.474(CFS) for 5.450(Ac.)
Total runoff = 51.387(CFS) Total area = 27.380(Ac.)
Depth of flow = 0.812(Ft.), Average velocity = 29.773(Ft/s)
Critical depth = 1.984(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.500(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 483.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 51.387(CFS)
Depth of flow = 1.792(Ft.), Average velocity = 4.971(Ft/s)
!!Warning: Water is above left or right bank elevations
Channel flow top width = 8.000(Ft.)
Flow Velocity = 4.97(Ft/s)
Travel time = 1.62 min.
Time of concentration = 16.25 min.
Critical depth = 1.586(Ft.)
ERROR - Channel depth exceeds maximum allowable depth
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
20
Process from Point/Station 423.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.380(Ac.)
Runoff from this stream = 51.387(CFS)
Time of concentration = 16.25 min.
Rainfall intensity = 3.573(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 425.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 260.000(Ft.)
Lowest elevation = 230.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 50.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 50.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.66 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 50.000^(1/3)]= 3.66
Calculated TC of 3.664 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.134(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 425.000 to Point/Station 426.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 230.000(Ft.)
Downstream point elevation = 216.000(Ft.)
Channel length thru subarea = 300.000(Ft.)
Channel base width = 0.500(Ft.)
21
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 0.134(CFS)
Depth of flow = 0.076(Ft.), Average velocity = 2.701(Ft/s)
Channel flow top width = 0.804(Ft.)
Flow Velocity = 2.70(Ft/s)
Travel time = 1.85 min.
Time of concentration = 5.52 min.
Critical depth = 0.111(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 426.000 to Point/Station 427.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 216.000(Ft.)
Downstream point elevation = 138.000(Ft.)
Channel length thru subarea = 190.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 2.702(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 2.702(CFS)
Depth of flow = 0.211(Ft.), Average velocity = 13.900(Ft/s)
Channel flow top width = 1.344(Ft.)
Flow Velocity = 13.90(Ft/s)
Travel time = 0.23 min.
Time of concentration = 5.74 min.
Critical depth = 0.535(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.987(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 6.987(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.745
Subarea runoff = 5.075(CFS) for 2.080(Ac.)
Total runoff = 5.209(CFS) Total area = 2.130(Ac.)
Depth of flow = 0.291(Ft.), Average velocity = 16.538(Ft/s)
Critical depth = 0.727(Ft.)
22
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 428.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 138.000(Ft.)
Downstream point elevation = 131.000(Ft.)
Channel length thru subarea = 235.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 5.209(CFS)
Depth of flow = 0.592(Ft.), Average velocity = 3.720(Ft/s)
Channel flow top width = 4.734(Ft.)
Flow Velocity = 3.72(Ft/s)
Travel time = 1.05 min.
Time of concentration = 6.80 min.
Critical depth = 0.637(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 428.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.130(Ac.)
Runoff from this stream = 5.209(CFS)
Time of concentration = 6.80 min.
Rainfall intensity = 6.269(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 429.000 to Point/Station 430.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance = 90.000(Ft.)
Highest elevation = 151.400(Ft.)
Lowest elevation = 150.000(Ft.)
Elevation difference = 1.400(Ft.) Slope = 1.556 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 1.56 %, in a development type of
General Industrial
23
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.99 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 1.556^(1/3)]= 2.99
Calculated TC of 2.989 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.598(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 430.000 to Point/Station 428.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 150.000(Ft.)
Downstream point elevation = 131.800(Ft.)
Channel length thru subarea = 690.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 6.520(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 6.520(CFS)
Depth of flow = 0.162(Ft.), Average velocity = 3.890(Ft/s)
Channel flow top width = 10.649(Ft.)
Flow Velocity = 3.89(Ft/s)
Travel time = 2.96 min.
Time of concentration = 5.95 min.
Critical depth = 0.232(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.833(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 6.833(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.579 CA = 1.811
Subarea runoff = 11.777(CFS) for 3.040(Ac.)
Total runoff = 12.375(CFS) Total area = 3.130(Ac.)
Depth of flow = 0.238(Ft.), Average velocity = 4.964(Ft/s)
Critical depth = 0.352(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24
Process from Point/Station 430.000 to Point/Station 428.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.130(Ac.)
Runoff from this stream = 12.375(CFS)
Time of concentration = 5.95 min.
Rainfall intensity = 6.833(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 5.209 6.80 6.269
2 12.375 5.95 6.833
Qmax(1) =
1.000 * 1.000 * 5.209) +
0.917 * 1.000 * 12.375) + = 16.562
Qmax(2) =
1.000 * 0.875 * 5.209) +
1.000 * 1.000 * 12.375) + = 16.933
Total of 2 streams to confluence:
Flow rates before confluence point:
5.209 12.375
Maximum flow rates at confluence using above data:
16.562 16.933
Area of streams before confluence:
2.130 3.130
Results of confluence:
Total flow rate = 16.933(CFS)
Time of concentration = 5.946 min.
Effective stream area after confluence = 5.260(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 428.000 to Point/Station 431.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 131.800(Ft.)
Downstream point elevation = 110.200(Ft.)
Channel length thru subarea = 135.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 16.933(CFS)
Depth of flow = 0.168(Ft.), Average velocity = 9.777(Ft/s)
Channel flow top width = 10.670(Ft.)
Flow Velocity = 9.78(Ft/s)
25
Travel time = 0.23 min.
Time of concentration = 6.18 min.
Critical depth = 0.434(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 431.000 to Point/Station 432.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.200(Ft.)
Downstream point elevation = 104.200(Ft.)
Channel length thru subarea = 552.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 22.074(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 22.074(CFS)
Depth of flow = 1.228(Ft.), Average velocity = 3.657(Ft/s)
Channel flow top width = 9.827(Ft.)
Flow Velocity = 3.66(Ft/s)
Travel time = 2.52 min.
Time of concentration = 8.69 min.
Critical depth = 1.133(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.349(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 5.349(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.407 CA = 5.077
Subarea runoff = 10.221(CFS) for 7.200(Ac.)
Total runoff = 27.154(CFS) Total area = 12.460(Ac.)
Depth of flow = 1.328(Ft.), Average velocity = 3.851(Ft/s)
Critical depth = 1.234(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 432.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 104.200(Ft.)
Downstream point elevation = 103.000(Ft.)
Channel length thru subarea = 239.000(Ft.)
Channel base width = 0.000(Ft.)
26
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 27.154(CFS)
Depth of flow = 1.535(Ft.), Average velocity = 2.883(Ft/s)
Channel flow top width = 12.276(Ft.)
Flow Velocity = 2.88(Ft/s)
Travel time = 1.38 min.
Time of concentration = 10.07 min.
Critical depth = 1.234(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 432.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 12.460(Ac.)
Runoff from this stream = 27.154(CFS)
Time of concentration = 10.07 min.
Rainfall intensity = 4.863(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 433.000 to Point/Station 434.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 166.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 47.619 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 47.62 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.72 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 47.619^(1/3)]= 3.72
Calculated TC of 3.725 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
27
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.053(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 434.000 to Point/Station 435.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 166.000(Ft.)
Downstream point elevation = 151.800(Ft.)
Channel length thru subarea = 269.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.053(CFS)
Depth of flow = 0.043(Ft.), Average velocity = 2.096(Ft/s)
Channel flow top width = 0.674(Ft.)
Flow Velocity = 2.10(Ft/s)
Travel time = 2.14 min.
Time of concentration = 5.86 min.
Critical depth = 0.064(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 436.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 151.800(Ft.)
Downstream point elevation = 107.000(Ft.)
Channel length thru subarea = 110.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.484(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.484(CFS)
Depth of flow = 0.156(Ft.), Average velocity = 11.763(Ft/s)
Channel flow top width = 1.122(Ft.)
Flow Velocity = 11.76(Ft/s)
Travel time = 0.16 min.
Time of concentration = 6.02 min.
Critical depth = 0.402(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.779(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
28
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 6.779(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.416
Subarea runoff = 2.770(CFS) for 1.170(Ac.)
Total runoff = 2.823(CFS) Total area = 1.190(Ac.)
Depth of flow = 0.216(Ft.), Average velocity = 14.024(Ft/s)
Critical depth = 0.547(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 210.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.823(CFS)
Depth of flow = 0.577(Ft.), Average velocity = 2.120(Ft/s)
Channel flow top width = 4.617(Ft.)
Flow Velocity = 2.12(Ft/s)
Travel time = 1.65 min.
Time of concentration = 7.67 min.
Critical depth = 0.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 1.190(Ac.)
Runoff from this stream = 2.823(CFS)
Time of concentration = 7.67 min.
Rainfall intensity = 5.798(In/Hr)
Program is now starting with Main Stream No. 4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 437.000 to Point/Station 438.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
29
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 98.000(Ft.)
Highest elevation = 213.000(Ft.)
Lowest elevation = 206.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 7.143 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.14 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.01 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)]= 7.01
Rainfall intensity (I) = 6.145(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.043(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 438.000 to Point/Station 439.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 206.000(Ft.)
Downstream point elevation = 130.000(Ft.)
Channel length thru subarea = 417.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.043(CFS)
Depth of flow = 0.027(Ft.), Average velocity = 2.917(Ft/s)
Channel flow top width = 0.607(Ft.)
Flow Velocity = 2.92(Ft/s)
Travel time = 2.38 min.
Time of concentration = 9.39 min.
Critical depth = 0.057(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 439.000 to Point/Station 440.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 130.000(Ft.)
30
Downstream point elevation = 110.000(Ft.)
Channel length thru subarea = 50.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.043(CFS)
Depth of flow = 0.021(Ft.), Average velocity = 3.753(Ft/s)
Channel flow top width = 0.585(Ft.)
Flow Velocity = 3.75(Ft/s)
Travel time = 0.22 min.
Time of concentration = 9.61 min.
Critical depth = 0.057(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 441.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.000(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 62.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.781(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.781(CFS)
Depth of flow = 0.214(Ft.), Average velocity = 3.929(Ft/s)
Channel flow top width = 1.357(Ft.)
Flow Velocity = 3.93(Ft/s)
Travel time = 0.26 min.
Time of concentration = 9.88 min.
Critical depth = 0.293(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.925(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.925(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.290
Subarea runoff = 1.388(CFS) for 0.810(Ac.)
Total runoff = 1.431(CFS) Total area = 0.830(Ac.)
Depth of flow = 0.288(Ft.), Average velocity = 4.611(Ft/s)
31
Critical depth = 0.395(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.300(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 348.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.431(CFS)
Depth of flow = 0.449(Ft.), Average velocity = 1.773(Ft/s)
Channel flow top width = 3.593(Ft.)
Flow Velocity = 1.77(Ft/s)
Travel time = 3.27 min.
Time of concentration = 13.15 min.
Critical depth = 0.379(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 0.830(Ac.)
Runoff from this stream = 1.431(CFS)
Time of concentration = 13.15 min.
Rainfall intensity = 4.095(In/Hr)
Program is now starting with Main Stream No. 5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 442.000 to Point/Station 443.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 329.000(Ft.)
Lowest elevation = 323.000(Ft.)
32
Elevation difference = 6.000(Ft.) Slope = 5.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 5.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.89 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 5.000^(1/3)]= 7.89
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.25 minutes
for a distance of 20.00 (Ft.) and a slope of 5.00 %
with an elevation difference of 1.00(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.248 Minutes
Tt=[(11.9*0.0038^3)/( 1.00)]^.385= 0.25
Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus
0.25 minutes from the Figure 3-4 formula = 8.14 minutes
Rainfall intensity (I) = 5.578(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.234(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 443.000 to Point/Station 444.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 323.000(Ft.)
Downstream point elevation = 109.000(Ft.)
Channel length thru subarea = 805.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 6.152(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 6.152(CFS)
Depth of flow = 0.079(Ft.), Average velocity = 7.709(Ft/s)
Channel flow top width = 10.314(Ft.)
Flow Velocity = 7.71(Ft/s)
Travel time = 1.74 min.
Time of concentration = 9.88 min.
Critical depth = 0.223(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.923(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
33
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.923(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.439
Subarea runoff = 11.776(CFS) for 6.850(Ac.)
Total runoff = 12.010(CFS) Total area = 6.970(Ac.)
Depth of flow = 0.117(Ft.), Average velocity = 10.009(Ft/s)
Critical depth = 0.348(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 108.000(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 791.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 12.010(CFS)
Depth of flow = 1.102(Ft.), Average velocity = 2.493(Ft/s)
!!Warning: Water is above left or right bank elevations
Channel flow top width = 8.000(Ft.)
Flow Velocity = 2.49(Ft/s)
Travel time = 5.29 min.
Time of concentration = 15.17 min.
Critical depth = 0.891(Ft.)
ERROR - Channel depth exceeds maximum allowable depth
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 5
Stream flow area = 6.970(Ac.)
Runoff from this stream = 12.010(CFS)
Time of concentration = 15.17 min.
Rainfall intensity = 3.734(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 51.387 16.25 3.573
34
2 27.154 10.07 4.863
3 2.823 7.67 5.798
4 1.431 13.15 4.095
5 12.010 15.17 3.734
Qmax(1) =
1.000 * 1.000 * 51.387) +
0.735 * 1.000 * 27.154) +
0.616 * 1.000 * 2.823) +
0.872 * 1.000 * 1.431) +
0.957 * 1.000 * 12.010) + = 85.817
Qmax(2) =
1.000 * 0.620 * 51.387) +
1.000 * 1.000 * 27.154) +
0.839 * 1.000 * 2.823) +
1.000 * 0.766 * 1.431) +
1.000 * 0.664 * 12.010) + = 70.454
Qmax(3) =
1.000 * 0.472 * 51.387) +
1.000 * 0.761 * 27.154) +
1.000 * 1.000 * 2.823) +
1.000 * 0.583 * 1.431) +
1.000 * 0.506 * 12.010) + = 54.668
Qmax(4) =
1.000 * 0.809 * 51.387) +
0.842 * 1.000 * 27.154) +
0.706 * 1.000 * 2.823) +
1.000 * 1.000 * 1.431) +
1.000 * 0.867 * 12.010) + = 78.290
Qmax(5) =
1.000 * 0.934 * 51.387) +
0.768 * 1.000 * 27.154) +
0.644 * 1.000 * 2.823) +
0.912 * 1.000 * 1.431) +
1.000 * 1.000 * 12.010) + = 83.974
Total of 5 main streams to confluence:
Flow rates before confluence point:
51.387 27.154 2.823 1.431 12.010
Maximum flow rates at confluence using above data:
85.817 70.454 54.668 78.290 83.974
Area of streams before confluence:
27.380 12.460 1.190 0.830 6.970
Results of confluence:
Total flow rate = 85.817(CFS)
Time of concentration = 16.246 min.
Effective stream area after confluence = 48.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 450.000 to Point/Station 450.000
35
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 3.573(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 16.25 min.
Rainfall intensity = 3.573(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.431 CA = 24.435
Subarea runoff = 1.491(CFS) for 7.920(Ac.)
Total runoff = 87.308(CFS) Total area = 56.750(Ac.)
End of computations, total study area = 56.750 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 02/16/11
------------------------------------------------------------------------
South Coast Materials Quarry
Flow from 36" and 54" pipes from Quarry Creek 1
100-Year flow rate data from O'Day Consultants
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 1.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 1.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity (I) = 5.345(In/Hr) for a 1.0 year storm
User specified values are as follows:
TC = 8.70 min. Rain intensity = 5.35(In/Hr)
Total area = 119.000(Ac.) Total runoff = 118.900(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 1.000
2
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 119.000(Ac.)
Runoff from this stream = 118.900(CFS)
Time of concentration = 8.70 min.
Rainfall intensity = 5.345(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 2.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity (I) = 4.126(In/Hr) for a 1.0 year storm
User specified values are as follows:
TC = 13.00 min. Rain intensity = 4.13(In/Hr)
Total area = 61.000(Ac.) Total runoff = 61.000(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 2.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 61.000(Ac.)
Runoff from this stream = 61.000(CFS)
Time of concentration = 13.00 min.
Rainfall intensity = 4.126(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 118.900 8.70 5.345
2 61.000 13.00 4.126
Qmax(1) =
1.000 * 1.000 * 118.900) +
1.000 * 0.669 * 61.000) + = 159.723
Qmax(2) =
0.772 * 1.000 * 118.900) +
3
1.000 * 1.000 * 61.000) + = 152.765
Total of 2 main streams to confluence:
Flow rates before confluence point:
118.900 61.000
Maximum flow rates at confluence using above data:
159.723 152.765
Area of streams before confluence:
119.000 61.000
Results of confluence:
Total flow rate = 159.723(CFS)
Time of concentration = 8.700 min.
Effective stream area after confluence = 180.000(Ac.)
End of computations, total study area = 180.000 (Ac.)
4
100-YEAR RATIONAL METHOD ANALYSES
ASSUMING INDUSTRIAL LAND USE
ON PROPOSED PADS
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 02/16/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
100-Year Analysis of Basins 100, 200, and 300
Based on On-site Industrial Use
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 385.700(Ft.)
Lowest elevation = 384.800(Ft.)
Elevation difference = 0.900(Ft.) Slope = 0.900 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 0.90 %, in a development type of
Limited Industrial
2
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.61 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 0.900^(1/3)]= 3.61
Calculated TC of 3.610 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 1.494(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.100
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 384.800(Ft.)
Downstream point elevation = 368.000(Ft.)
Channel length thru subarea = 107.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 1.494(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.494(CFS)
Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s)
Channel flow top width = 11.161(Ft.)
Flow Velocity = 2.43(Ft/s)
Travel time = 0.73 min.
Time of concentration = 4.34 min.
Critical depth = 0.086(Ft.)
Adding area flow to channel
Calculated TC of 4.343 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 0.196
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 1.494(CFS) Total area = 0.230(Ac.)
Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s)
Critical depth = 0.086(Ft.)
3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.100 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 368.000(Ft.)
End of street segment elevation = 340.000(Ft.)
Length of street segment = 910.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 21.676(CFS)
Depth of flow = 0.506(Ft.), Average velocity = 5.054(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.28(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.535(Ft.)
Flow velocity = 5.05(Ft/s)
Travel time = 3.00 min. TC = 7.34 min.
Adding area flow to street
Rainfall intensity (I) = 5.963(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 5.963(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 7.010
Subarea runoff = 40.302(CFS) for 8.310(Ac.)
Total runoff = 41.796(CFS) Total area = 8.540(Ac.)
Street flow at end of street = 41.796(CFS)
Half street flow at end of street = 41.796(CFS)
Depth of flow = 0.615(Ft.), Average velocity = 5.969(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 5.75(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 340.000(Ft.)
Downstream point/station elevation = 320.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0580 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 41.796(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 41.796(CFS)
Normal flow depth in pipe = 15.75(In.)
Flow top width inside pipe = 22.80(In.)
Critical depth could not be calculated.
Pipe flow velocity = 19.11(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 7.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 5.810(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 7.65 min.
Rainfall intensity = 5.810(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.821 CA = 10.331
Subarea runoff = 18.227(CFS) for 4.050(Ac.)
Total runoff = 60.023(CFS) Total area = 12.590(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 320.000(Ft.)
Downstream point elevation = 298.000(Ft.)
Channel length thru subarea = 265.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 62.489(CFS)
Manning's 'N' = 0.060
5
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 62.489(CFS)
Depth of flow = 0.873(Ft.), Average velocity = 5.676(Ft/s)
Channel flow top width = 15.235(Ft.)
Flow Velocity = 5.68(Ft/s)
Travel time = 0.78 min.
Time of concentration = 8.42 min.
Critical depth = 0.969(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.458(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 5.458(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.698 CA = 11.888
Subarea runoff = 4.863(CFS) for 4.450(Ac.)
Total runoff = 64.886(CFS) Total area = 17.040(Ac.)
Depth of flow = 0.891(Ft.), Average velocity = 5.745(Ft/s)
Critical depth = 0.984(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 298.000(Ft.)
Downstream point/station elevation = 296.000(Ft.)
Pipe length = 95.00(Ft.) Slope = 0.0211 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 64.886(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 64.886(CFS)
Normal flow depth in pipe = 23.27(In.)
Flow top width inside pipe = 30.09(In.)
Critical Depth = 30.55(In.)
Pipe flow velocity = 14.49(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 8.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 17.040(Ac.)
6
Runoff from this stream = 64.886(CFS)
Time of concentration = 8.53 min.
Rainfall intensity = 5.413(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Initial subarea total flow distance = 130.000(Ft.)
Highest elevation = 334.000(Ft.)
Lowest elevation = 332.700(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
10.9 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 7.90 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.689(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.600
Subarea runoff = 1.502(CFS)
Total initial stream area = 0.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 332.700(Ft.)
End of street segment elevation = 296.000(Ft.)
Length of street segment = 710.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
7
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.015(CFS)
Depth of flow = 0.319(Ft.), Average velocity = 4.547(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.187(Ft.)
Flow velocity = 4.55(Ft/s)
Travel time = 2.60 min. TC = 10.50 min.
Adding area flow to street
Rainfall intensity (I) = 4.734(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
Impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Rainfall intensity = 4.734(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.600 CA = 2.208
Subarea runoff = 8.951(CFS) for 3.240(Ac.)
Total runoff = 10.453(CFS) Total area = 3.680(Ac.)
Street flow at end of street = 10.453(CFS)
Half street flow at end of street = 10.453(CFS)
Depth of flow = 0.374(Ft.), Average velocity = 5.183(Ft/s)
Flow width (from curb towards crown)= 13.948(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.680(Ac.)
Runoff from this stream = 10.453(CFS)
Time of concentration = 10.50 min.
Rainfall intensity = 4.734(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 64.886 8.53 5.413
2 10.453 10.50 4.734
Qmax(1) =
1.000 * 1.000 * 64.886) +
1.000 * 0.812 * 10.453) + = 73.379
Qmax(2) =
8
0.875 * 1.000 * 64.886) +
1.000 * 1.000 * 10.453) + = 67.203
Total of 2 main streams to confluence:
Flow rates before confluence point:
64.886 10.453
Maximum flow rates at confluence using above data:
73.379 67.203
Area of streams before confluence:
17.040 3.680
Results of confluence:
Total flow rate = 73.379(CFS)
Time of concentration = 8.533 min.
Effective stream area after confluence = 20.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 296.000(Ft.)
Downstream point/station elevation = 288.000(Ft.)
Pipe length = 240.00(Ft.) Slope = 0.0333 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 73.379(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 73.379(CFS)
Normal flow depth in pipe = 24.05(In.)
Flow top width inside pipe = 23.93(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.39(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 8.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 20.720(Ac.)
Runoff from this stream = 73.379(CFS)
Time of concentration = 8.76 min.
Rainfall intensity = 5.321(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
9
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 328.700(Ft.)
Lowest elevation = 328.000(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.530(CFS)
Total initial stream area = 0.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 328.000(Ft.)
End of street segment elevation = 288.000(Ft.)
Length of street segment = 1110.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.419(CFS)
Depth of flow = 0.342(Ft.), Average velocity = 4.023(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.347(Ft.)
Flow velocity = 4.02(Ft/s)
Travel time = 4.60 min. TC = 13.00 min.
10
Adding area flow to street
Rainfall intensity (I) = 4.126(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.126(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.964
Subarea runoff = 11.699(CFS) for 5.030(Ac.)
Total runoff = 12.229(CFS) Total area = 5.200(Ac.)
Street flow at end of street = 12.229(CFS)
Half street flow at end of street = 12.229(CFS)
Depth of flow = 0.413(Ft.), Average velocity = 4.693(Ft/s)
Flow width (from curb towards crown)= 15.920(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 108.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.200(Ac.)
Runoff from this stream = 12.229(CFS)
Time of concentration = 13.00 min.
Rainfall intensity = 4.126(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 73.379 8.76 5.321
2 12.229 13.00 4.126
Qmax(1) =
1.000 * 1.000 * 73.379) +
1.000 * 0.674 * 12.229) + = 81.622
Qmax(2) =
0.775 * 1.000 * 73.379) +
1.000 * 1.000 * 12.229) + = 69.126
Total of 2 main streams to confluence:
Flow rates before confluence point:
73.379 12.229
Maximum flow rates at confluence using above data:
81.622 69.126
Area of streams before confluence:
11
20.720 5.200
Results of confluence:
Total flow rate = 81.622(CFS)
Time of concentration = 8.763 min.
Effective stream area after confluence = 25.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 288.000(Ft.)
Downstream point/station elevation = 218.000(Ft.)
Pipe length = 305.00(Ft.) Slope = 0.2295 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 81.622(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 81.622(CFS)
Normal flow depth in pipe = 15.56(In.)
Flow top width inside pipe = 22.92(In.)
Critical depth could not be calculated.
Pipe flow velocity = 37.90(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 8.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 218.000(Ft.)
Downstream point elevation = 198.000(Ft.)
Channel length thru subarea = 635.000(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 84.015(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 5.000(Ft.)
Flow(q) thru subarea = 84.015(CFS)
Depth of flow = 1.723(Ft.), Average velocity = 5.774(Ft/s)
Channel flow top width = 11.892(Ft.)
Flow Velocity = 5.77(Ft/s)
Travel time = 1.83 min.
Time of concentration = 10.73 min.
Critical depth = 1.641(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.669(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
12
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 4.669(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.662 CA = 18.494
Subarea runoff = 4.732(CFS) for 2.020(Ac.)
Total runoff = 86.354(CFS) Total area = 27.940(Ac.)
Depth of flow = 1.747(Ft.), Average velocity = 5.818(Ft/s)
Critical depth = 1.672(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.940(Ac.)
Runoff from this stream = 86.354(CFS)
Time of concentration = 10.73 min.
Rainfall intensity = 4.669(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 115.000(Ft.)
Highest elevation = 337.000(Ft.)
Lowest elevation = 330.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 6.087 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.09 %, in a development type of
Permanent Open Space
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.70 minutes
(for slope value of 5.00 %)
Rainfall intensity (I) = 5.345(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
13
Subarea runoff = 0.281(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.000 to Point/Station 115.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 330.000(Ft.)
Downstream point elevation = 240.000(Ft.)
Channel length thru subarea = 420.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 1.517(CFS)
Manning's 'N' = 0.050
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.517(CFS)
Depth of flow = 0.066(Ft.), Average velocity = 2.157(Ft/s)
Channel flow top width = 11.319(Ft.)
Flow Velocity = 2.16(Ft/s)
Travel time = 3.25 min.
Time of concentration = 11.95 min.
Critical depth = 0.087(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.357(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.357(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.612
Subarea runoff = 2.388(CFS) for 1.600(Ac.)
Total runoff = 2.669(CFS) Total area = 1.750(Ac.)
Depth of flow = 0.092(Ft.), Average velocity = 2.656(Ft/s)
Critical depth = 0.125(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 240.000(Ft.)
End of street segment elevation = 203.000(Ft.)
Length of street segment = 900.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
14
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 19.672(CFS)
Depth of flow = 0.468(Ft.), Average velocity = 5.536(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.661(Ft.)
Flow velocity = 5.54(Ft/s)
Travel time = 2.71 min. TC = 14.65 min.
Adding area flow to street
Rainfall intensity (I) = 3.819(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 3.819(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.666 CA = 9.622
Subarea runoff = 34.077(CFS) for 12.690(Ac.)
Total runoff = 36.745(CFS) Total area = 14.440(Ac.)
Street flow at end of street = 36.745(CFS)
Half street flow at end of street = 36.745(CFS)
Depth of flow = 0.569(Ft.), Average velocity = 6.356(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 3.45(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 203.000(Ft.)
Downstream point/station elevation = 198.000(Ft.)
Pipe length = 100.00(Ft.) Slope = 0.0500 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 36.745(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 36.745(CFS)
Normal flow depth in pipe = 15.16(In.)
15
Flow top width inside pipe = 23.15(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.56(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 14.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.440(Ac.)
Runoff from this stream = 36.745(CFS)
Time of concentration = 14.75 min.
Rainfall intensity = 3.803(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 86.354 10.73 4.669
2 36.745 14.75 3.803
Qmax(1) =
1.000 * 1.000 * 86.354) +
1.000 * 0.727 * 36.745) + = 113.084
Qmax(2) =
0.814 * 1.000 * 86.354) +
1.000 * 1.000 * 36.745) + = 107.077
Total of 2 main streams to confluence:
Flow rates before confluence point:
86.354 36.745
Maximum flow rates at confluence using above data:
113.084 107.077
Area of streams before confluence:
27.940 14.440
Results of confluence:
Total flow rate = 113.084(CFS)
Time of concentration = 10.730 min.
Effective stream area after confluence = 42.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 198.000(Ft.)
16
Downstream point/station elevation = 189.000(Ft.)
Pipe length = 360.00(Ft.) Slope = 0.0250 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 113.084(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 113.084(CFS)
Normal flow depth in pipe = 28.03(In.)
Flow top width inside pipe = 35.07(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.72(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 11.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.577(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 11.07 min.
Rainfall intensity = 4.577(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.673 CA = 36.324
Subarea runoff = 53.155(CFS) for 11.560(Ac.)
Total runoff = 166.240(CFS) Total area = 53.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 53.940(Ac.)
Runoff from this stream = 166.240(CFS)
Time of concentration = 11.07 min.
Rainfall intensity = 4.577(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
17
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 80.000(Ft.)
Highest elevation = 274.600(Ft.)
Lowest elevation = 273.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.592(CFS)
Total initial stream area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 119.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 273.800(Ft.)
End of street segment elevation = 181.000(Ft.)
Length of street segment = 1290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 19.754(CFS)
Depth of flow = 0.430(Ft.), Average velocity = 6.849(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.772(Ft.)
Flow velocity = 6.85(Ft/s)
Travel time = 3.14 min. TC = 11.54 min.
Adding area flow to street
Rainfall intensity (I) = 4.455(In/Hr) for a 100.0 year storm
18
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.455(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 8.715
Subarea runoff = 38.237(CFS) for 15.100(Ac.)
Total runoff = 38.829(CFS) Total area = 15.290(Ac.)
Street flow at end of street = 38.829(CFS)
Half street flow at end of street = 38.829(CFS)
Depth of flow = 0.535(Ft.), Average velocity = 7.855(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 1.75(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 181.000(Ft.)
Downstream point/station elevation = 177.900(Ft.)
Pipe length = 310.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 38.829(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 38.829(CFS)
Normal flow depth in pipe = 23.25(In.)
Flow top width inside pipe = 25.05(In.)
Critical Depth = 25.24(In.)
Pipe flow velocity = 9.51(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 12.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 117.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 15.290(Ac.)
Runoff from this stream = 38.829(CFS)
Time of concentration = 12.08 min.
Rainfall intensity = 4.325(In/Hr)
Summary of stream data:
19
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 166.240 11.07 4.577
2 38.829 12.08 4.325
Qmax(1) =
1.000 * 1.000 * 166.240) +
1.000 * 0.916 * 38.829) + = 201.809
Qmax(2) =
0.945 * 1.000 * 166.240) +
1.000 * 1.000 * 38.829) + = 195.929
Total of 2 main streams to confluence:
Flow rates before confluence point:
166.240 38.829
Maximum flow rates at confluence using above data:
201.809 195.929
Area of streams before confluence:
53.940 15.290
Results of confluence:
Total flow rate = 201.809(CFS)
Time of concentration = 11.068 min.
Effective stream area after confluence = 69.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 177.900(Ft.)
Downstream point/station elevation = 148.000(Ft.)
Pipe length = 345.00(Ft.) Slope = 0.0867 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 201.809(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 201.809(CFS)
Normal flow depth in pipe = 27.14(In.)
Flow top width inside pipe = 35.88(In.)
Critical depth could not be calculated.
Pipe flow velocity = 32.77(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 11.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 121.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.530(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
20
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Time of concentration = 11.24 min.
Rainfall intensity = 4.530(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.659 CA = 47.726
Subarea runoff = 14.404(CFS) for 3.160(Ac.)
Total runoff = 216.213(CFS) Total area = 72.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 122.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 148.000(Ft.)
Downstream point/station elevation = 125.000(Ft.)
Pipe length = 77.00(Ft.) Slope = 0.2987 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 216.213(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 216.213(CFS)
Normal flow depth in pipe = 23.67(In.)
Flow top width inside pipe = 24.48(In.)
Critical depth could not be calculated.
Pipe flow velocity = 52.02(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 11.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 125.000(Ft.)
Downstream point/station elevation = 85.000(Ft.)
Pipe length = 815.00(Ft.) Slope = 0.0491 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 216.213(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 216.213(CFS)
Normal flow depth in pipe = 33.38(In.)
Flow top width inside pipe = 33.93(In.)
Critical depth could not be calculated.
Pipe flow velocity = 26.40(Ft/s)
Travel time through pipe = 0.51 min.
Time of concentration (TC) = 11.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
21
Process from Point/Station 122.000 to Point/Station 123.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 72.390(Ac.)
Runoff from this stream = 216.213(CFS)
Time of concentration = 11.78 min.
Rainfall intensity = 4.395(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 181.600(Ft.)
Lowest elevation = 181.000(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 2.33 %, in a development type of
Limited Industrial
In Accordance With Table 3-2
Initial Area Time of Concentration = 3.10 minutes
(for slope value of 2.00 %)
Calculated TC of 3.100 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.585(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 181.000(Ft.)
End of street segment elevation = 111.000(Ft.)
Length of street segment = 921.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
22
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 4.421(CFS)
Depth of flow = 0.277(Ft.), Average velocity = 4.912(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.104(Ft.)
Flow velocity = 4.91(Ft/s)
Travel time = 3.12 min. TC = 6.22 min.
Adding area flow to street
Rainfall intensity (I) = 6.634(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 6.634(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 1.258
Subarea runoff = 7.761(CFS) for 1.390(Ac.)
Total runoff = 8.345(CFS) Total area = 1.480(Ac.)
Street flow at end of street = 8.345(CFS)
Half street flow at end of street = 8.345(CFS)
Depth of flow = 0.331(Ft.), Average velocity = 5.691(Ft/s)
Flow width (from curb towards crown)= 11.811(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 111.000(Ft.)
Downstream point elevation = 105.500(Ft.)
Channel length thru subarea = 393.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 45.611(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
23
Flow(q) thru subarea = 45.611(CFS)
Depth of flow = 0.621(Ft.), Average velocity = 6.529(Ft/s)
Channel flow top width = 12.485(Ft.)
Flow Velocity = 6.53(Ft/s)
Travel time = 1.00 min.
Time of concentration = 7.23 min.
Critical depth = 0.813(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.024(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 6.024(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.850 CA = 13.744
Subarea runoff = 74.455(CFS) for 14.690(Ac.)
Total runoff = 82.800(CFS) Total area = 16.170(Ac.)
Depth of flow = 0.879(Ft.), Average velocity = 8.006(Ft/s)
Critical depth = 1.172(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 99.600(Ft.)
Downstream point/station elevation = 86.200(Ft.)
Pipe length = 298.00(Ft.) Slope = 0.0450 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 82.800(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 82.800(CFS)
Normal flow depth in pipe = 23.39(In.)
Flow top width inside pipe = 24.87(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.17(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 7.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 16.170(Ac.)
Runoff from this stream = 82.800(CFS)
24
Time of concentration = 7.47 min.
Rainfall intensity = 5.895(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 250.000(Ft.)
Highest elevation = 163.000(Ft.)
Lowest elevation = 139.000(Ft.)
Elevation difference = 24.000(Ft.) Slope = 9.600 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 9.60 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.35 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 9.600^(1/3)]= 6.35
The initial area total distance of 250.00 (Ft.) entered leaves a
remaining distance of 150.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 150.00 (Ft.) and a slope of 9.60 %
with an elevation difference of 14.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.912 Minutes
Tt=[(11.9*0.0284^3)/( 14.40)]^.385= 0.91
Total initial area Ti = 6.35 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 7.26 minutes
Rainfall intensity (I) = 6.005(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 2.144(CFS)
Total initial stream area = 1.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 302.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 139.000(Ft.)
Downstream point elevation = 109.200(Ft.)
Channel length thru subarea = 60.000(Ft.)
25
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.045
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.144(CFS)
Depth of flow = 0.060(Ft.), Average velocity = 3.532(Ft/s)
Channel flow top width = 10.240(Ft.)
Flow Velocity = 3.53(Ft/s)
Travel time = 0.28 min.
Time of concentration = 7.55 min.
Critical depth = 0.111(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 109.200(Ft.)
Downstream point elevation = 102.200(Ft.)
Channel length thru subarea = 522.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 17.302(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 17.302(CFS)
Depth of flow = 0.355(Ft.), Average velocity = 4.549(Ft/s)
Channel flow top width = 11.421(Ft.)
Flow Velocity = 4.55(Ft/s)
Travel time = 1.91 min.
Time of concentration = 9.46 min.
Critical depth = 0.438(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.064(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 5.064(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.787 CA = 6.426
Subarea runoff = 30.400(CFS) for 7.140(Ac.)
Total runoff = 32.544(CFS) Total area = 8.160(Ac.)
Depth of flow = 0.516(Ft.), Average velocity = 5.717(Ft/s)
Critical depth = 0.656(Ft.)
26
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 93.500(Ft.)
Downstream point/station elevation = 71.300(Ft.)
Pipe length = 119.00(Ft.) Slope = 0.1866 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 32.544(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 32.544(CFS)
Normal flow depth in pipe = 11.27(In.)
Flow top width inside pipe = 17.42(In.)
Critical depth could not be calculated.
Pipe flow velocity = 27.92(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 9.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 8.160(Ac.)
Runoff from this stream = 32.544(CFS)
Time of concentration = 9.53 min.
Rainfall intensity = 5.040(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 216.213 11.78 4.395
2 82.800 7.47 5.895
3 32.544 9.53 5.040
Qmax(1) =
1.000 * 1.000 * 216.213) +
0.746 * 1.000 * 82.800) +
0.872 * 1.000 * 32.544) + = 306.329
Qmax(2) =
1.000 * 0.634 * 216.213) +
1.000 * 1.000 * 82.800) +
1.000 * 0.784 * 32.544) + = 245.471
Qmax(3) =
1.000 * 0.809 * 216.213) +
0.855 * 1.000 * 82.800) +
1.000 * 1.000 * 32.544) + = 278.214
Total of 3 main streams to confluence:
27
Flow rates before confluence point:
216.213 82.800 32.544
Maximum flow rates at confluence using above data:
306.329 245.471 278.214
Area of streams before confluence:
72.390 16.170 8.160
Results of confluence:
Total flow rate = 306.329(CFS)
Time of concentration = 11.783 min.
Effective stream area after confluence = 96.720(Ac.)
End of computations, total study area = 96.720 (Ac.)
1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 02/16/11
------------------------------------------------------------------------
Hanson Aggregates Pacific Southwest, Inc.
South Coast Materials Quarry
100-Year Analysis of Basin 400
Based on On-site Industrial Use
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4028
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 362.000(Ft.)
Lowest elevation = 361.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
2
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.405(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 361.000(Ft.)
End of street segment elevation = 329.000(Ft.)
Length of street segment = 815.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.049(CFS)
Depth of flow = 0.332(Ft.), Average velocity = 4.099(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.852(Ft.)
Flow velocity = 4.10(Ft/s)
Travel time = 3.31 min. TC = 11.71 min.
Adding area flow to street
Rainfall intensity (I) = 4.412(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(4.3 DU/A or Less )
Impervious value, Ai = 0.300
Sub-Area C Value = 0.520
Rainfall intensity = 4.412(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.521 CA = 2.633
Subarea runoff = 11.210(CFS) for 4.920(Ac.)
Total runoff = 11.615(CFS) Total area = 5.050(Ac.)
Street flow at end of street = 11.615(CFS)
Half street flow at end of street = 11.615(CFS)
3
Depth of flow = 0.402(Ft.), Average velocity = 4.789(Ft/s)
Flow width (from curb towards crown)= 15.344(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.000(Ft.)
Downstream point/station elevation = 310.000(Ft.)
Pipe length = 185.00(Ft.) Slope = 0.1027 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.615(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 11.615(CFS)
Normal flow depth in pipe = 8.04(In.)
Flow top width inside pipe = 14.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.36(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 11.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.370(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 11.89 min.
Rainfall intensity = 4.370(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.506 CA = 2.804
Subarea runoff = 0.637(CFS) for 0.490(Ac.)
Total runoff = 12.252(CFS) Total area = 5.540(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.540(Ac.)
Runoff from this stream = 12.252(CFS)
Time of concentration = 11.89 min.
4
Rainfall intensity = 4.370(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 405.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.300(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.343(CFS)
Total initial stream area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 8.40 min.
Rainfall intensity = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.393
Subarea runoff = 1.808(CFS) for 0.580(Ac.)
Total runoff = 2.150(CFS) Total area = 0.690(Ac.)
5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 329.300(Ft.)
Downstream point/station elevation = 322.300(Ft.)
Pipe length = 400.00(Ft.) Slope = 0.0175 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.150(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.150(CFS)
Normal flow depth in pipe = 7.24(In.)
Flow top width inside pipe = 7.14(In.)
Critical Depth = 7.92(In.)
Pipe flow velocity = 5.65(Ft/s)
Travel time through pipe = 1.18 min.
Time of concentration (TC) = 9.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff from this stream = 2.150(CFS)
Time of concentration = 9.58 min.
Rainfall intensity = 5.023(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 325.000(Ft.)
Lowest elevation = 324.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
6
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.654(CFS)
Total initial stream area = 0.210(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 409.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 324.000(Ft.)
End of street segment elevation = 320.200(Ft.)
Length of street segment = 395.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 5.650(CFS)
Depth of flow = 0.400(Ft.), Average velocity = 2.360(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.240(Ft.)
Flow velocity = 2.36(Ft/s)
Travel time = 2.79 min. TC = 11.19 min.
Adding area flow to street
Rainfall intensity (I) = 4.545(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.545(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.326
Subarea runoff = 9.915(CFS) for 3.870(Ac.)
Total runoff = 10.569(CFS) Total area = 4.080(Ac.)
Street flow at end of street = 10.569(CFS)
Half street flow at end of street = 10.569(CFS)
Depth of flow = 0.484(Ft.), Average velocity = 2.747(Ft/s)
7
Flow width (from curb towards crown)= 19.431(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.200(Ft.)
Downstream point/station elevation = 317.300(Ft.)
Pipe length = 290.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.569(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.569(CFS)
Normal flow depth in pipe = 12.54(In.)
Flow top width inside pipe = 20.60(In.)
Critical Depth = 14.54(In.)
Pipe flow velocity = 7.05(Ft/s)
Travel time through pipe = 0.69 min.
Time of concentration (TC) = 11.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 406.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.080(Ac.)
Runoff from this stream = 10.569(CFS)
Time of concentration = 11.87 min.
Rainfall intensity = 4.374(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.150 9.58 5.023
2 10.569 11.87 4.374
Qmax(1) =
1.000 * 1.000 * 2.150) +
1.000 * 0.807 * 10.569) + = 10.678
Qmax(2) =
0.871 * 1.000 * 2.150) +
1.000 * 1.000 * 10.569) + = 12.441
Total of 2 streams to confluence:
Flow rates before confluence point:
2.150 10.569
Maximum flow rates at confluence using above data:
10.678 12.441
Area of streams before confluence:
0.690 4.080
8
Results of confluence:
Total flow rate = 12.441(CFS)
Time of concentration = 11.874 min.
Effective stream area after confluence = 4.770(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 317.300(Ft.)
Downstream point/station elevation = 300.000(Ft.)
Pipe length = 225.00(Ft.) Slope = 0.0769 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.441(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 12.441(CFS)
Normal flow depth in pipe = 9.20(In.)
Flow top width inside pipe = 14.61(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.77(Ft/s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 12.11 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 403.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.770(Ac.)
Runoff from this stream = 12.441(CFS)
Time of concentration = 12.11 min.
Rainfall intensity = 4.318(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 12.252 11.89 4.370
2 12.441 12.11 4.318
Qmax(1) =
1.000 * 1.000 * 12.252) +
1.000 * 0.982 * 12.441) + = 24.467
Qmax(2) =
0.988 * 1.000 * 12.252) +
1.000 * 1.000 * 12.441) + = 24.549
Total of 2 main streams to confluence:
Flow rates before confluence point:
12.252 12.441
9
Maximum flow rates at confluence using above data:
24.467 24.549
Area of streams before confluence:
5.540 4.770
Results of confluence:
Total flow rate = 24.549(CFS)
Time of concentration = 12.112 min.
Effective stream area after confluence = 10.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 300.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 835.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 25.133(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 25.133(CFS)
Depth of flow = 0.946(Ft.), Average velocity = 11.117(Ft/s)
Channel flow top width = 4.282(Ft.)
Flow Velocity = 11.12(Ft/s)
Travel time = 1.25 min.
Time of concentration = 13.36 min.
Critical depth = 1.438(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.053(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.053(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.502 CA = 6.328
Subarea runoff = 1.095(CFS) for 2.300(Ac.)
Total runoff = 25.645(CFS) Total area = 12.610(Ac.)
Depth of flow = 0.954(Ft.), Average velocity = 11.173(Ft/s)
Critical depth = 1.453(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
10
Process from Point/Station 403.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.610(Ac.)
Runoff from this stream = 25.645(CFS)
Time of concentration = 13.36 min.
Rainfall intensity = 4.053(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 412.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 329.400(Ft.)
Elevation difference = 0.600(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.374(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 413.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 329.400(Ft.)
Downstream point elevation = 326.000(Ft.)
Channel length thru subarea = 250.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.735(CFS)
11
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.735(CFS)
Depth of flow = 0.356(Ft.), Average velocity = 4.030(Ft/s)
Channel flow top width = 1.922(Ft.)
Flow Velocity = 4.03(Ft/s)
Travel time = 1.03 min.
Time of concentration = 9.43 min.
Critical depth = 0.434(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.073(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 5.073(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.599
Subarea runoff = 2.662(CFS) for 0.930(Ac.)
Total runoff = 3.036(CFS) Total area = 1.050(Ac.)
Depth of flow = 0.460(Ft.), Average velocity = 4.650(Ft/s)
Critical depth = 0.566(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 326.000(Ft.)
Downstream point/station elevation = 320.500(Ft.)
Pipe length = 375.00(Ft.) Slope = 0.0147 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.036(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.036(CFS)
Normal flow depth in pipe = 7.42(In.)
Flow top width inside pipe = 11.66(In.)
Critical Depth = 8.96(In.)
Pipe flow velocity = 5.95(Ft/s)
Travel time through pipe = 1.05 min.
Time of concentration (TC) = 10.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 414.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.739(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
12
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 10.48 min.
Rainfall intensity = 4.739(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 2.816
Subarea runoff = 10.309(CFS) for 3.890(Ac.)
Total runoff = 13.345(CFS) Total area = 4.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 320.500(Ft.)
Downstream point/station elevation = 316.600(Ft.)
Pipe length = 430.00(Ft.) Slope = 0.0091 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.345(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 13.345(CFS)
Normal flow depth in pipe = 15.35(In.)
Flow top width inside pipe = 18.62(In.)
Critical Depth = 16.32(In.)
Pipe flow velocity = 7.08(Ft/s)
Travel time through pipe = 1.01 min.
Time of concentration (TC) = 11.50 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 415.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.466(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 11.50 min.
Rainfall intensity = 4.466(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 4.212
Subarea runoff = 5.467(CFS) for 2.450(Ac.)
Total runoff = 18.812(CFS) Total area = 7.390(Ac.)
13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 316.600(Ft.)
Downstream point/station elevation = 306.000(Ft.)
Pipe length = 280.00(Ft.) Slope = 0.0379 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.812(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 18.812(CFS)
Normal flow depth in pipe = 13.62(In.)
Flow top width inside pipe = 15.45(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.12(Ft/s)
Travel time through pipe = 0.36 min.
Time of concentration (TC) = 11.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 415.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 7.390(Ac.)
Runoff from this stream = 18.812(CFS)
Time of concentration = 11.85 min.
Rainfall intensity = 4.379(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 417.000 to Point/Station 418.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 308.000(Ft.)
Lowest elevation = 307.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Table 3-2
14
Initial Area Time of Concentration = 8.40 minutes
(for slope value of 1.00 %)
Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.467(CFS)
Total initial stream area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 418.000 to Point/Station 419.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
______________________________________________________________________
Top of street segment elevation = 307.000(Ft.)
End of street segment elevation = 303.000(Ft.)
Length of street segment = 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0180
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.214(CFS)
Depth of flow = 0.288(Ft.), Average velocity = 2.201(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.669(Ft.)
Flow velocity = 2.20(Ft/s)
Travel time = 2.12 min. TC = 10.52 min.
Adding area flow to street
Rainfall intensity (I) = 4.729(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 4.729(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.821
Subarea runoff = 3.414(CFS) for 1.290(Ac.)
Total runoff = 3.882(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 3.882(CFS)
Half street flow at end of street = 3.882(CFS)
Depth of flow = 0.338(Ft.), Average velocity = 2.509(Ft/s)
15
Flow width (from curb towards crown)= 12.149(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 303.000(Ft.)
Downstream point/station elevation = 301.000(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.882(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.882(CFS)
Normal flow depth in pipe = 8.38(In.)
Flow top width inside pipe = 14.90(In.)
Critical Depth = 9.55(In.)
Pipe flow velocity = 5.50(Ft/s)
Travel time through pipe = 0.61 min.
Time of concentration (TC) = 11.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 419.000 to Point/Station 416.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 3.882(CFS)
Time of concentration = 11.13 min.
Rainfall intensity = 4.561(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 18.812 11.85 4.379
2 3.882 11.13 4.561
Qmax(1) =
1.000 * 1.000 * 18.812) +
0.960 * 1.000 * 3.882) + = 22.539
Qmax(2) =
1.000 * 0.939 * 18.812) +
1.000 * 1.000 * 3.882) + = 21.542
Total of 2 streams to confluence:
Flow rates before confluence point:
18.812 3.882
Maximum flow rates at confluence using above data:
22.539 21.542
Area of streams before confluence:
7.390 1.440
16
Results of confluence:
Total flow rate = 22.539(CFS)
Time of concentration = 11.852 min.
Effective stream area after confluence = 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 301.000(Ft.)
Downstream point/station elevation = 289.000(Ft.)
Pipe length = 45.00(Ft.) Slope = 0.2667 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.539(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 22.539(CFS)
Normal flow depth in pipe = 9.04(In.)
Flow top width inside pipe = 14.68(In.)
Critical depth could not be calculated.
Pipe flow velocity = 29.19(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 11.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 4.373(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Time of concentration = 11.88 min.
Rainfall intensity = 4.373(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.558 CA = 5.205
Subarea runoff = 0.221(CFS) for 0.490(Ac.)
Total runoff = 22.760(CFS) Total area = 9.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 421.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 289.000(Ft.)
Downstream point/station elevation = 262.000(Ft.)
Pipe length = 65.00(Ft.) Slope = 0.4154 Manning's N = 0.013
17
No. of pipes = 1 Required pipe flow = 22.760(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 22.760(CFS)
Normal flow depth in pipe = 9.75(In.)
Flow top width inside pipe = 9.37(In.)
Critical depth could not be calculated.
Pipe flow velocity = 33.33(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 11.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 262.000(Ft.)
Downstream point elevation = 259.500(Ft.)
Channel length thru subarea = 70.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 22.760(CFS)
Depth of flow = 0.967(Ft.), Average velocity = 9.669(Ft/s)
Channel flow top width = 4.368(Ft.)
Flow Velocity = 9.67(Ft/s)
Travel time = 0.12 min.
Time of concentration = 12.03 min.
Critical depth = 1.398(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 421.000 to Point/Station 410.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 9.320(Ac.)
Runoff from this stream = 22.760(CFS)
Time of concentration = 12.03 min.
Rainfall intensity = 4.337(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 25.645 13.36 4.053
2 22.760 12.03 4.337
Qmax(1) =
1.000 * 1.000 * 25.645) +
18
0.934 * 1.000 * 22.760) + = 46.913
Qmax(2) =
1.000 * 0.900 * 25.645) +
1.000 * 1.000 * 22.760) + = 45.846
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.645 22.760
Maximum flow rates at confluence using above data:
46.913 45.846
Area of streams before confluence:
12.610 9.320
Results of confluence:
Total flow rate = 46.913(CFS)
Time of concentration = 13.364 min.
Effective stream area after confluence = 21.930(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 422.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 259.500(Ft.)
Downstream point elevation = 212.000(Ft.)
Channel length thru subarea = 905.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 46.913(CFS)
Depth of flow = 1.205(Ft.), Average velocity = 13.384(Ft/s)
Channel flow top width = 5.319(Ft.)
Flow Velocity = 13.38(Ft/s)
Travel time = 1.13 min.
Time of concentration = 14.49 min.
Critical depth = 1.906(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 422.000 to Point/Station 423.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 212.000(Ft.)
Downstream point elevation = 112.000(Ft.)
Channel length thru subarea = 240.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 49.178(CFS)
19
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 49.178(CFS)
Depth of flow = 0.797(Ft.), Average velocity = 29.447(Ft/s)
Channel flow top width = 3.689(Ft.)
Flow Velocity = 29.45(Ft/s)
Travel time = 0.14 min.
Time of concentration = 14.63 min.
Critical depth = 1.938(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.823(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.823(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.491 CA = 13.440
Subarea runoff = 4.474(CFS) for 5.450(Ac.)
Total runoff = 51.387(CFS) Total area = 27.380(Ac.)
Depth of flow = 0.812(Ft.), Average velocity = 29.773(Ft/s)
Critical depth = 1.984(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 423.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.500(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 483.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 51.387(CFS)
Depth of flow = 1.792(Ft.), Average velocity = 4.971(Ft/s)
!!Warning: Water is above left or right bank elevations
Channel flow top width = 8.000(Ft.)
Flow Velocity = 4.97(Ft/s)
Travel time = 1.62 min.
Time of concentration = 16.25 min.
Critical depth = 1.586(Ft.)
ERROR - Channel depth exceeds maximum allowable depth
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
20
Process from Point/Station 423.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.380(Ac.)
Runoff from this stream = 51.387(CFS)
Time of concentration = 16.25 min.
Rainfall intensity = 3.573(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 425.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 260.000(Ft.)
Lowest elevation = 230.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 50.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 50.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.66 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 50.000^(1/3)]= 3.66
Calculated TC of 3.664 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.134(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 425.000 to Point/Station 426.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 230.000(Ft.)
Downstream point elevation = 216.000(Ft.)
Channel length thru subarea = 300.000(Ft.)
Channel base width = 0.500(Ft.)
21
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 0.134(CFS)
Depth of flow = 0.076(Ft.), Average velocity = 2.701(Ft/s)
Channel flow top width = 0.804(Ft.)
Flow Velocity = 2.70(Ft/s)
Travel time = 1.85 min.
Time of concentration = 5.52 min.
Critical depth = 0.111(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 426.000 to Point/Station 427.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 216.000(Ft.)
Downstream point elevation = 138.000(Ft.)
Channel length thru subarea = 190.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 2.702(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 2.702(CFS)
Depth of flow = 0.211(Ft.), Average velocity = 13.900(Ft/s)
Channel flow top width = 1.344(Ft.)
Flow Velocity = 13.90(Ft/s)
Travel time = 0.23 min.
Time of concentration = 5.74 min.
Critical depth = 0.535(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.987(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 6.987(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.745
Subarea runoff = 5.075(CFS) for 2.080(Ac.)
Total runoff = 5.209(CFS) Total area = 2.130(Ac.)
Depth of flow = 0.291(Ft.), Average velocity = 16.538(Ft/s)
Critical depth = 0.727(Ft.)
22
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 428.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 138.000(Ft.)
Downstream point elevation = 131.000(Ft.)
Channel length thru subarea = 235.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 5.209(CFS)
Depth of flow = 0.592(Ft.), Average velocity = 3.720(Ft/s)
Channel flow top width = 4.734(Ft.)
Flow Velocity = 3.72(Ft/s)
Travel time = 1.05 min.
Time of concentration = 6.80 min.
Critical depth = 0.637(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 427.000 to Point/Station 428.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.130(Ac.)
Runoff from this stream = 5.209(CFS)
Time of concentration = 6.80 min.
Rainfall intensity = 6.269(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 429.000 to Point/Station 430.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance = 90.000(Ft.)
Highest elevation = 151.400(Ft.)
Lowest elevation = 150.000(Ft.)
Elevation difference = 1.400(Ft.) Slope = 1.556 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 1.56 %, in a development type of
General Industrial
23
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.99 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 1.556^(1/3)]= 2.99
Calculated TC of 2.989 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.598(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 430.000 to Point/Station 428.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 150.000(Ft.)
Downstream point elevation = 131.800(Ft.)
Channel length thru subarea = 690.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 9.891(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 9.891(CFS)
Depth of flow = 0.208(Ft.), Average velocity = 4.561(Ft/s)
Channel flow top width = 10.833(Ft.)
Flow Velocity = 4.56(Ft/s)
Travel time = 2.52 min.
Time of concentration = 5.51 min.
Critical depth = 0.305(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 7.176(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 7.176(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.851 CA = 2.662
Subarea runoff = 18.507(CFS) for 3.040(Ac.)
Total runoff = 19.105(CFS) Total area = 3.130(Ac.)
Depth of flow = 0.308(Ft.), Average velocity = 5.840(Ft/s)
Critical depth = 0.469(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24
Process from Point/Station 430.000 to Point/Station 428.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.130(Ac.)
Runoff from this stream = 19.105(CFS)
Time of concentration = 5.51 min.
Rainfall intensity = 7.176(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 5.209 6.80 6.269
2 19.105 5.51 7.176
Qmax(1) =
1.000 * 1.000 * 5.209) +
0.874 * 1.000 * 19.105) + = 21.898
Qmax(2) =
1.000 * 0.811 * 5.209) +
1.000 * 1.000 * 19.105) + = 23.329
Total of 2 streams to confluence:
Flow rates before confluence point:
5.209 19.105
Maximum flow rates at confluence using above data:
21.898 23.329
Area of streams before confluence:
2.130 3.130
Results of confluence:
Total flow rate = 23.329(CFS)
Time of concentration = 5.511 min.
Effective stream area after confluence = 5.260(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 428.000 to Point/Station 431.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 131.800(Ft.)
Downstream point elevation = 110.200(Ft.)
Channel length thru subarea = 135.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 23.329(CFS)
Depth of flow = 0.203(Ft.), Average velocity = 11.050(Ft/s)
Channel flow top width = 10.812(Ft.)
Flow Velocity = 11.05(Ft/s)
25
Travel time = 0.20 min.
Time of concentration = 5.71 min.
Critical depth = 0.531(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 431.000 to Point/Station 432.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.200(Ft.)
Downstream point elevation = 104.200(Ft.)
Channel length thru subarea = 552.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 38.803(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 38.803(CFS)
Depth of flow = 1.518(Ft.), Average velocity = 4.211(Ft/s)
Channel flow top width = 12.143(Ft.)
Flow Velocity = 4.21(Ft/s)
Travel time = 2.18 min.
Time of concentration = 7.90 min.
Critical depth = 1.422(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.689(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Rainfall intensity = 5.689(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.765 CA = 9.528
Subarea runoff = 30.874(CFS) for 7.200(Ac.)
Total runoff = 54.203(CFS) Total area = 12.460(Ac.)
Depth of flow = 1.721(Ft.), Average velocity = 4.578(Ft/s)
Critical depth = 1.625(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 432.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 104.200(Ft.)
Downstream point elevation = 103.000(Ft.)
Channel length thru subarea = 239.000(Ft.)
Channel base width = 0.000(Ft.)
26
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 54.203(CFS)
Depth of flow = 1.989(Ft.), Average velocity = 3.427(Ft/s)
Channel flow top width = 15.909(Ft.)
Flow Velocity = 3.43(Ft/s)
Travel time = 1.16 min.
Time of concentration = 9.06 min.
Critical depth = 1.625(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 432.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 12.460(Ac.)
Runoff from this stream = 54.203(CFS)
Time of concentration = 9.06 min.
Rainfall intensity = 5.207(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 433.000 to Point/Station 434.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 166.000(Ft.)
Elevation difference = 30.000(Ft.) Slope = 47.619 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 47.62 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.72 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 47.619^(1/3)]= 3.72
Calculated TC of 3.725 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
27
Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.053(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 434.000 to Point/Station 435.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 166.000(Ft.)
Downstream point elevation = 151.800(Ft.)
Channel length thru subarea = 269.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.053(CFS)
Depth of flow = 0.043(Ft.), Average velocity = 2.096(Ft/s)
Channel flow top width = 0.674(Ft.)
Flow Velocity = 2.10(Ft/s)
Travel time = 2.14 min.
Time of concentration = 5.86 min.
Critical depth = 0.064(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 436.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 151.800(Ft.)
Downstream point elevation = 107.000(Ft.)
Channel length thru subarea = 110.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 1.484(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.484(CFS)
Depth of flow = 0.156(Ft.), Average velocity = 11.763(Ft/s)
Channel flow top width = 1.122(Ft.)
Flow Velocity = 11.76(Ft/s)
Travel time = 0.16 min.
Time of concentration = 6.02 min.
Critical depth = 0.402(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 6.779(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
28
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 6.779(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.416
Subarea runoff = 2.770(CFS) for 1.170(Ac.)
Total runoff = 2.823(CFS) Total area = 1.190(Ac.)
Depth of flow = 0.216(Ft.), Average velocity = 14.024(Ft/s)
Critical depth = 0.547(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 210.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.823(CFS)
Depth of flow = 0.577(Ft.), Average velocity = 2.120(Ft/s)
Channel flow top width = 4.617(Ft.)
Flow Velocity = 2.12(Ft/s)
Travel time = 1.65 min.
Time of concentration = 7.67 min.
Critical depth = 0.500(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 436.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 1.190(Ac.)
Runoff from this stream = 2.823(CFS)
Time of concentration = 7.67 min.
Rainfall intensity = 5.798(In/Hr)
Program is now starting with Main Stream No. 4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 437.000 to Point/Station 438.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
29
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 98.000(Ft.)
Highest elevation = 213.000(Ft.)
Lowest elevation = 206.000(Ft.)
Elevation difference = 7.000(Ft.) Slope = 7.143 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.14 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.01 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)]= 7.01
Rainfall intensity (I) = 6.145(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.043(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 438.000 to Point/Station 439.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 206.000(Ft.)
Downstream point elevation = 130.000(Ft.)
Channel length thru subarea = 417.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.043(CFS)
Depth of flow = 0.027(Ft.), Average velocity = 2.917(Ft/s)
Channel flow top width = 0.607(Ft.)
Flow Velocity = 2.92(Ft/s)
Travel time = 2.38 min.
Time of concentration = 9.39 min.
Critical depth = 0.057(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 439.000 to Point/Station 440.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 130.000(Ft.)
30
Downstream point elevation = 110.000(Ft.)
Channel length thru subarea = 50.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.043(CFS)
Depth of flow = 0.021(Ft.), Average velocity = 3.753(Ft/s)
Channel flow top width = 0.585(Ft.)
Flow Velocity = 3.75(Ft/s)
Travel time = 0.22 min.
Time of concentration = 9.61 min.
Critical depth = 0.057(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 441.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.000(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 62.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.781(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.781(CFS)
Depth of flow = 0.214(Ft.), Average velocity = 3.929(Ft/s)
Channel flow top width = 1.357(Ft.)
Flow Velocity = 3.93(Ft/s)
Travel time = 0.26 min.
Time of concentration = 9.88 min.
Critical depth = 0.293(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.925(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.925(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.290
Subarea runoff = 1.388(CFS) for 0.810(Ac.)
Total runoff = 1.431(CFS) Total area = 0.830(Ac.)
Depth of flow = 0.288(Ft.), Average velocity = 4.611(Ft/s)
31
Critical depth = 0.395(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 107.300(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 348.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.431(CFS)
Depth of flow = 0.449(Ft.), Average velocity = 1.773(Ft/s)
Channel flow top width = 3.593(Ft.)
Flow Velocity = 1.77(Ft/s)
Travel time = 3.27 min.
Time of concentration = 13.15 min.
Critical depth = 0.379(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 441.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 0.830(Ac.)
Runoff from this stream = 1.431(CFS)
Time of concentration = 13.15 min.
Rainfall intensity = 4.095(In/Hr)
Program is now starting with Main Stream No. 5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 442.000 to Point/Station 443.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 329.000(Ft.)
Lowest elevation = 323.000(Ft.)
32
Elevation difference = 6.000(Ft.) Slope = 5.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 5.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.89 minutes
TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 5.000^(1/3)]= 7.89
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.25 minutes
for a distance of 20.00 (Ft.) and a slope of 5.00 %
with an elevation difference of 1.00(Ft.) from the end of the top area
Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr)
= 0.248 Minutes
Tt=[(11.9*0.0038^3)/( 1.00)]^.385= 0.25
Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus
0.25 minutes from the Figure 3-4 formula = 8.14 minutes
Rainfall intensity (I) = 5.578(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.234(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 443.000 to Point/Station 444.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 323.000(Ft.)
Downstream point elevation = 109.000(Ft.)
Channel length thru subarea = 805.000(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 6.152(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 6.152(CFS)
Depth of flow = 0.079(Ft.), Average velocity = 7.709(Ft/s)
Channel flow top width = 10.314(Ft.)
Flow Velocity = 7.71(Ft/s)
Travel time = 1.74 min.
Time of concentration = 9.88 min.
Critical depth = 0.223(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.923(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
33
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 4.923(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 2.439
Subarea runoff = 11.776(CFS) for 6.850(Ac.)
Total runoff = 12.010(CFS) Total area = 6.970(Ac.)
Depth of flow = 0.117(Ft.), Average velocity = 10.009(Ft/s)
Critical depth = 0.348(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 108.000(Ft.)
Downstream point elevation = 103.900(Ft.)
Channel length thru subarea = 791.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 12.010(CFS)
Depth of flow = 1.102(Ft.), Average velocity = 2.493(Ft/s)
!!Warning: Water is above left or right bank elevations
Channel flow top width = 8.000(Ft.)
Flow Velocity = 2.49(Ft/s)
Travel time = 5.29 min.
Time of concentration = 15.17 min.
Critical depth = 0.891(Ft.)
ERROR - Channel depth exceeds maximum allowable depth
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 444.000 to Point/Station 450.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 5
Stream flow area = 6.970(Ac.)
Runoff from this stream = 12.010(CFS)
Time of concentration = 15.17 min.
Rainfall intensity = 3.734(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 51.387 16.25 3.573
34
2 54.203 9.06 5.207
3 2.823 7.67 5.798
4 1.431 13.15 4.095
5 12.010 15.17 3.734
Qmax(1) =
1.000 * 1.000 * 51.387) +
0.686 * 1.000 * 54.203) +
0.616 * 1.000 * 2.823) +
0.872 * 1.000 * 1.431) +
0.957 * 1.000 * 12.010) + = 103.063
Qmax(2) =
1.000 * 0.558 * 51.387) +
1.000 * 1.000 * 54.203) +
0.898 * 1.000 * 2.823) +
1.000 * 0.689 * 1.431) +
1.000 * 0.597 * 12.010) + = 93.560
Qmax(3) =
1.000 * 0.472 * 51.387) +
1.000 * 0.846 * 54.203) +
1.000 * 1.000 * 2.823) +
1.000 * 0.583 * 1.431) +
1.000 * 0.506 * 12.010) + = 79.873
Qmax(4) =
1.000 * 0.809 * 51.387) +
0.787 * 1.000 * 54.203) +
0.706 * 1.000 * 2.823) +
1.000 * 1.000 * 1.431) +
1.000 * 0.867 * 12.010) + = 98.056
Qmax(5) =
1.000 * 0.934 * 51.387) +
0.717 * 1.000 * 54.203) +
0.644 * 1.000 * 2.823) +
0.912 * 1.000 * 1.431) +
1.000 * 1.000 * 12.010) + = 101.997
Total of 5 main streams to confluence:
Flow rates before confluence point:
51.387 54.203 2.823 1.431 12.010
Maximum flow rates at confluence using above data:
103.063 93.560 79.873 98.056 101.997
Area of streams before confluence:
27.380 12.460 1.190 0.830 6.970
Results of confluence:
Total flow rate = 103.063(CFS)
Time of concentration = 16.246 min.
Effective stream area after confluence = 48.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 450.000 to Point/Station 450.000
35
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Rainfall intensity (I) = 3.573(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
(Limited Industrial )
Impervious value, Ai = 0.900
Sub-Area C Value = 0.850
Time of concentration = 16.25 min.
Rainfall intensity = 3.573(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.579 CA = 32.846
Subarea runoff = 14.299(CFS) for 7.920(Ac.)
Total runoff = 117.362(CFS) Total area = 56.750(Ac.)
End of computations, total study area = 56.750 (Ac.)
APPENDIX B
HYDRAULIC ANALYSES OF STORM DRAINS,
DRAINAGE DITCHES, AND BIO-FILTER SWALES
FILE: Line-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 5:46 South Coast Materials Quarry Private Storm Drain Line-1 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 101.830 85.010 2.153 87.163 216.20 26.73 11.09 98.26 1.69 4.18 4.95 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.550 .0625 .0450 1.20 3.84 3.69 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | | 128.380 86.670 2.191 88.861 216.20 26.12 10.59 99.45 .00 4.18 4.96 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 40.401 .0625 .0410 1.66 2.19 3.56 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | | 168.781 89.195 2.271 91.466 216.20 24.91 9.64 101.10 .00 4.18 4.98 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.916 .0625 .0361 1.08 2.27 3.33 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | | 198.698 91.065 2.356 93.421 216.20 23.75 8.76 102.18 .00 4.18 4.99 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.962 .0625 .0317 .73 2.36 3.10 1.98 .013 .00 .00 PIPE | | | | | | | | | | | | | 221.660 92.500 2.446 94.946 216.20 22.65 7.96 102.91 .00 4.18 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .1250 .0333 .13 2.45 2.89 1.71 .014 .00 .00 PIPE | | | | | | | | | | | | | 225.660 93.000 2.498 95.498 216.20 22.05 7.55 103.05 .00 4.18 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 116.665 .0294 .0268 3.13 2.50 2.77 2.45 .013 .00 .00 PIPE | | | | | | | | | | | | | 342.325 96.427 2.543 98.970 216.20 21.54 7.21 106.18 .00 4.18 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 112.959 .0294 .0244 2.76 2.54 2.68 2.45 .013 .00 .00 PIPE | | | | | | | | | | | | | 455.284 99.745 2.641 102.386 216.20 20.54 6.55 108.94 .00 4.18 4.99 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 62.956 .0294 .0216 1.36 2.64 2.49 2.45 .013 .00 .00 PIPE | | | | | | | | | | | | | 518.241 101.594 2.744 104.338 216.20 19.58 5.95 110.29 .00 4.18 4.98 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 41.729 .0294 .0190 .79 2.74 2.32 2.45 .013 .00 .00 PIPE
FILE: Line-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 5:46 South Coast Materials Quarry Private Storm Drain Line-1 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 559.970 102.820 2.854 105.674 216.20 18.67 5.41 111.09 .00 4.18 4.95 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0825 .0199 .08 2.85 2.15 1.92 .014 .00 .00 PIPE | | | | | | | | | | | | | 563.970 103.150 2.927 106.077 216.20 18.11 5.09 111.17 .00 4.18 4.93 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 50.946 .0125 .0171 .87 2.93 2.05 3.21 .013 .00 .00 PIPE | | | | | | | | | | | | | 614.916 103.786 2.857 106.643 216.20 18.64 5.40 112.04 .00 4.18 4.95 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 66.660 .0125 .0189 1.26 2.86 2.15 3.21 .013 .00 .00 PIPE | | | | | | | | | | | | | 681.576 104.619 2.748 107.367 216.20 19.55 5.94 113.30 .00 4.18 4.98 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 54.631 .0125 .0215 1.17 2.75 2.31 3.21 .013 .00 .00 PIPE | | | | | | | | | | | | | 736.207 105.301 2.645 107.946 216.20 20.51 6.53 114.48 .00 4.18 4.99 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 46.722 .0125 .0243 1.14 2.65 2.49 3.21 .013 .00 .00 PIPE | | | | | | | | | | | | | 782.929 105.884 2.546 108.430 216.20 21.51 7.18 115.61 .00 4.18 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 41.301 .0125 .0276 1.14 2.55 2.67 3.21 .013 .00 .00 PIPE | | | | | | | | | | | | | 824.230 106.400 2.453 108.853 216.20 22.56 7.90 116.75 .00 4.18 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0825 .0334 .13 2.45 2.87 1.92 .014 .00 .00 PIPE | | | | | | | | | | | | | 828.230 106.730 2.481 109.211 216.20 22.24 7.68 116.89 .00 4.18 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.484 .0769 .0268 .28 2.48 2.81 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 838.714 107.536 2.562 110.098 216.20 21.34 7.07 117.17 .00 4.18 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.250 .0769 .0238 .24 2.56 2.64 1.88 .013 .00 .00 PIPE
FILE: Line-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 5:46 South Coast Materials Quarry Private Storm Drain Line-1 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 848.964 108.324 2.661 110.986 216.20 20.35 6.43 117.41 .00 4.18 4.99 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.598 .0769 .0210 .18 2.66 2.46 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 857.562 108.986 2.765 111.751 216.20 19.40 5.84 117.59 .00 4.18 4.97 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.221 .0769 .0186 .13 2.77 2.28 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 864.784 109.541 2.875 112.416 216.20 18.50 5.31 117.73 .00 4.18 4.94 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.066 .0769 .0164 .10 2.88 2.12 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 870.850 110.007 2.991 112.998 216.20 17.64 4.83 117.83 .00 4.18 4.90 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.067 .0769 .0145 .07 2.99 1.97 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 875.917 110.397 3.114 113.511 216.20 16.82 4.39 117.90 .00 4.18 4.85 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.203 .0769 .0129 .05 3.11 1.82 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 880.120 110.720 3.244 113.964 216.20 16.03 3.99 117.96 .00 4.18 4.77 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.419 .0769 .0114 .04 3.24 1.68 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 883.539 110.983 3.383 114.366 216.20 15.29 3.63 117.99 .00 4.18 4.68 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.691 .0769 .0102 .03 3.38 1.55 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 886.230 111.190 3.533 114.723 216.20 14.58 3.30 118.02 .00 4.18 4.55 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.020 .0825 .0108 .01 3.53 1.42 1.92 .014 .00 .00 PIPE | | | | | | | | | | | | | 887.250 111.274 3.611 114.885 216.20 14.24 3.15 118.03 .00 4.18 4.48 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.615 .0825 .0100 .02 3.61 1.36 1.92 .014 .00 .00 PIPE
FILE: Line-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 5:46 South Coast Materials Quarry Private Storm Drain Line-1 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 888.866 111.407 3.780 115.188 216.20 13.57 2.86 118.05 .00 4.18 4.29 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.008 .0825 .0090 .01 3.78 1.24 1.92 .014 .00 .00 PIPE | | | | | | | | | | | | | 889.874 111.491 3.966 115.457 216.20 12.94 2.60 118.06 .00 4.18 4.05 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .356 .0825 .0081 .00 3.97 1.12 1.92 .014 .00 .00 PIPE | | | | | | | | | | | | | 890.230 111.520 4.177 115.697 216.20 12.34 2.36 118.06 .00 4.18 3.71 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 890.230 111.520 7.764 119.284 216.20 4.64 .33 119.62 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .903 .3640 .0008 .00 7.76 .29 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 891.133 111.849 7.403 119.251 216.20 4.87 .37 119.62 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .848 .3640 .0009 .00 7.40 .32 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 891.980 112.157 7.058 119.215 216.20 5.11 .40 119.62 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .794 .3640 .0010 .00 7.06 .34 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 892.774 112.446 6.730 119.176 216.20 5.35 .45 119.62 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .014 .3640 .0011 .00 6.73 .36 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 892.788 112.451 6.724 119.175 216.20 5.36 .45 119.62 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 892.788 112.451 1.462 113.913 216.20 24.65 9.44 123.35 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.204 .3640 .0597 .13 1.46 3.59 .81 .015 .00 .00 RECTANG
FILE: Line-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 5:46 South Coast Materials Quarry Private Storm Drain Line-1 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 894.992 113.253 1.525 114.778 216.20 23.63 8.67 123.45 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.292 .3640 .0525 .12 1.52 3.37 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 897.284 114.088 1.599 115.687 216.20 22.53 7.88 123.57 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.007 .3640 .0458 .09 1.60 3.14 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 899.290 114.818 1.677 116.495 216.20 21.48 7.17 123.66 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.758 .3640 .0400 .07 1.68 2.92 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 901.048 115.458 1.759 117.217 216.20 20.48 6.51 123.73 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.539 .3640 .0349 .05 1.76 2.72 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 902.587 116.018 1.845 117.863 216.20 19.53 5.92 123.79 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.344 .3640 .0305 .04 1.85 2.53 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 903.931 116.507 1.935 118.442 216.20 18.62 5.38 123.83 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.171 .3640 .0267 .03 1.94 2.36 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 905.103 116.934 2.030 118.963 216.20 17.75 4.89 123.86 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.015 .3640 .0233 .02 2.03 2.20 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 906.118 117.303 2.129 119.432 216.20 16.93 4.45 123.88 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .875 .3640 .0204 .02 2.13 2.04 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 906.993 117.622 2.232 119.854 216.20 16.14 4.05 123.90 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .748 .3640 .0179 .01 2.23 1.90 .81 .015 .00 .00 RECTANG
FILE: Line-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 5:46 South Coast Materials Quarry Private Storm Drain Line-1 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 907.741 117.894 2.341 120.235 216.20 15.39 3.68 123.91 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .632 .3640 .0157 .01 2.34 1.77 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 908.373 118.124 2.456 120.580 216.20 14.67 3.34 123.92 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .526 .3640 .0138 .01 2.46 1.65 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 908.898 118.315 2.576 120.891 216.20 13.99 3.04 123.93 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .428 .3640 .0121 .01 2.58 1.54 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 909.326 118.471 2.701 121.172 216.20 13.34 2.76 123.94 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .338 .3640 .0107 .00 2.70 1.43 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 909.664 118.594 2.833 121.427 216.20 12.72 2.51 123.94 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .254 .3640 .0094 .00 2.83 1.33 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 909.918 118.686 2.971 121.658 216.20 12.13 2.28 123.94 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .176 .3640 .0083 .00 2.97 1.24 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 910.094 118.750 3.116 121.867 216.20 11.56 2.08 123.94 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .103 .3640 .0073 .00 3.12 1.15 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 910.196 118.788 3.269 122.056 216.20 11.02 1.89 123.94 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .034 .3640 .0064 .00 3.27 1.07 .81 .015 .00 .00 RECTANG | | | | | | | | | | | | | 910.230 118.800 3.429 122.229 216.20 10.51 1.71 123.94 .00 3.43 6.00 7.000 6.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
FILE: Line-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 7:14 South Coast Materials Quarry Private Storm Drain Line-2 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 85.010 1.702 86.712 159.70 27.09 11.39 98.10 .00 3.62 4.74 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.840 .0050 .0617 .36 1.70 4.28 3.61 .013 .00 .00 PIPE | | | | | | | | | | | | | 105.840 85.039 1.683 86.722 159.70 27.50 11.75 98.47 1.45 3.62 4.73 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.198 .0050 .0645 .40 3.13 4.37 3.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 112.038 85.070 1.663 86.733 159.70 27.95 12.13 98.87 1.49 3.62 4.71 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.632 .0050 .0706 1.24 3.15 4.47 3.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 129.670 85.158 1.607 86.765 159.70 29.32 13.35 100.11 .00 3.62 4.67 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.660 .0050 .0773 .51 1.61 4.78 3.59 .013 .00 .00 PIPE | | | | | | | | | | | | | 136.330 85.191 1.585 86.776 159.70 29.87 13.85 100.63 .00 3.62 4.65 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.670 .0050 .0849 1.41 1.59 4.91 3.59 .013 .00 .00 PIPE | | | | | | | | | | | | | 153.000 85.275 1.531 86.806 159.70 31.32 15.23 102.04 .00 3.62 4.61 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0825 .1054 .42 1.53 5.25 1.63 .014 .00 .00 PIPE | | | | | | | | | | | | | 157.000 85.605 1.528 87.133 159.70 31.42 15.33 102.46 .00 3.62 4.61 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.075 .2633 .0890 .27 1.53 5.27 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 160.075 86.415 1.548 87.963 159.70 30.85 14.78 102.74 .00 3.62 4.62 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.086 .2633 .0813 .58 1.55 5.14 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 167.161 88.281 1.602 89.883 159.70 29.41 13.43 103.32 .00 3.62 4.67 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.062 .2633 .0712 .43 1.60 4.81 1.17 .013 .00 .00 PIPE
FILE: Line-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 7:14 South Coast Materials Quarry Private Storm Drain Line-2 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 173.224 89.877 1.659 91.536 159.70 28.05 12.21 103.75 .00 3.62 4.71 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.234 .2633 .0624 .33 1.66 4.49 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 178.457 91.255 1.718 92.973 159.70 26.74 11.10 104.08 .00 3.62 4.75 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.546 .2633 .0547 .25 1.72 4.20 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 183.004 92.452 1.779 94.231 159.70 25.50 10.09 104.32 .00 3.62 4.79 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.968 .2633 .0480 .19 1.78 3.93 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 186.972 93.497 1.842 95.339 159.70 24.31 9.18 104.52 .00 3.62 4.82 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.468 .2633 .0420 .15 1.84 3.67 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 190.440 94.410 1.909 96.319 159.70 23.18 8.34 104.66 .00 3.62 4.86 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.000 .0550 .0454 .27 1.91 3.43 1.81 .014 .00 .00 PIPE | | | | | | | | | | | | | 196.440 94.740 1.914 96.654 159.70 23.10 8.28 104.94 .00 3.62 4.86 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.300 .0559 .0374 .91 1.91 3.41 1.74 .013 .00 .00 PIPE | | | | | | | | | | | | | 220.740 96.099 1.958 98.057 159.70 22.40 7.79 105.85 .00 3.62 4.88 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.574 .0559 .0336 .96 1.96 3.27 1.74 .013 .00 .00 PIPE | | | | | | | | | | | | | 249.314 97.696 2.029 99.725 159.70 21.36 7.08 106.81 .00 3.62 4.91 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.579 .0559 .0295 .64 2.03 3.05 1.74 .013 .00 .00 PIPE | | | | | | | | | | | | | 270.894 98.902 2.103 101.005 159.70 20.36 6.44 107.45 .00 3.62 4.94 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.944 .0559 .0259 .44 2.10 2.85 1.74 .013 .00 .00 PIPE
FILE: Line-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 7:14 South Coast Materials Quarry Private Storm Drain Line-2 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 287.837 99.850 2.180 102.030 159.70 19.42 5.85 107.88 .00 3.62 4.96 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.603 .0559 .0228 .31 2.18 2.66 1.74 .013 .00 .00 PIPE | | | | | | | | | | | | | 301.440 100.610 2.261 102.871 159.70 18.51 5.32 108.19 .00 3.62 4.98 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.000 .0550 .0240 .14 2.26 2.48 1.81 .014 .00 .00 PIPE | | | | | | | | | | | | | 307.440 100.940 2.299 103.239 159.70 18.12 5.10 108.34 .00 3.62 4.98 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.541 .0100 .0207 .38 2.30 2.40 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 325.981 101.126 2.258 103.384 159.70 18.54 5.34 108.72 .00 3.62 4.98 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 35.271 .0100 .0228 .81 2.26 2.48 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 361.252 101.479 2.177 103.656 159.70 19.45 5.87 109.53 .00 3.62 4.96 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.899 .0100 .0260 .83 2.18 2.66 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 393.151 101.798 2.100 103.898 159.70 20.40 6.46 110.36 .00 3.62 4.94 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.176 .0100 .0296 .86 2.10 2.85 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 422.327 102.090 2.026 104.116 159.70 21.39 7.11 111.22 .00 3.62 4.91 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.956 .0100 .0337 .91 2.03 3.06 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 449.283 102.360 1.955 104.315 159.70 22.44 7.82 112.13 .00 3.62 4.88 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.094 .0100 .0385 .96 1.96 3.27 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 474.377 102.611 1.887 104.498 159.70 23.53 8.60 113.10 .00 3.62 4.85 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.494 .0100 .0438 1.03 1.89 3.50 2.83 .013 .00 .00 PIPE
FILE: Line-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 7:14 South Coast Materials Quarry Private Storm Drain Line-2 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 497.870 102.846 1.822 104.668 159.70 24.68 9.46 114.13 .00 3.62 4.81 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.075 .0100 .0500 1.10 1.82 3.75 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 519.945 103.067 1.759 104.826 159.70 25.89 10.40 115.23 .00 3.62 4.78 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.842 .0100 .0571 1.19 1.76 4.01 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 540.787 103.275 1.699 104.975 159.70 27.15 11.45 116.42 .00 3.62 4.74 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.718 .0100 .0651 1.28 1.70 4.29 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 560.505 103.473 1.641 105.114 159.70 28.47 12.59 117.70 .00 3.62 4.70 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.705 .0100 .0743 1.39 1.64 4.59 2.83 .013 .00 .00 PIPE | | | | | | | | | | | | | 579.210 103.660 1.585 105.245 159.70 29.86 13.85 119.09 1.69 3.62 4.65 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0825 .0921 .37 3.27 4.91 1.63 .014 .00 .00 PIPE | | | | | | | | | | | | | 583.210 103.990 1.583 105.573 159.70 29.91 13.89 119.47 .00 3.62 4.65 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.791 .0596 .0816 1.86 1.58 4.92 1.71 .013 .00 .00 PIPE | | | | | | | | | | | | | 606.001 105.348 1.562 106.910 159.70 30.45 14.40 121.31 .00 3.62 4.63 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 46.243 .0596 .0896 4.14 1.56 5.05 1.71 .013 .00 .00 PIPE | | | | | | | | | | | | | 652.245 108.103 1.509 109.612 159.70 31.94 15.84 125.45 .00 3.62 4.59 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 35.881 .0596 .1023 3.67 1.51 5.39 1.71 .013 .00 .00 PIPE | | | | | | | | | | | | | 688.126 110.241 1.459 111.700 159.70 33.50 17.42 129.12 .00 3.62 4.55 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.524 .0596 .1169 3.45 1.46 5.76 1.71 .013 .00 .00 PIPE
FILE: Line-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 7:14 South Coast Materials Quarry Private Storm Drain Line-2 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 717.650 112.000 1.410 113.410 159.70 35.13 19.17 132.58 .00 3.62 4.50 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0825 .1460 .58 1.41 6.16 1.63 .014 .00 .00 PIPE | | | | | | | | | | | | | 721.650 112.330 1.403 113.733 159.70 35.37 19.43 133.16 .00 3.62 4.49 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.307 .3470 .1194 .87 1.40 6.22 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 728.957 114.866 1.450 116.316 159.70 33.77 17.71 134.03 .00 3.62 4.54 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.432 .3470 .1047 .67 1.45 5.83 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 735.390 117.098 1.501 118.599 159.70 32.20 16.10 134.70 .00 3.62 4.58 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.527 .3470 .0916 .51 1.50 5.45 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 740.917 119.016 1.553 120.569 159.70 30.70 14.64 135.21 .00 3.62 4.63 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.781 .3470 .0802 .38 1.55 5.10 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 745.698 120.676 1.608 122.284 159.70 29.27 13.31 135.59 .00 3.62 4.67 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.165 .3470 .0703 .29 1.61 4.77 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 749.863 122.121 1.665 123.786 159.70 27.91 12.10 135.88 .00 3.62 4.71 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.646 .3470 .0616 .22 1.67 4.46 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 753.509 123.386 1.724 125.110 159.70 26.61 11.00 136.11 .00 3.62 4.75 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.203 .3470 .0540 .17 1.72 4.17 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 756.711 124.498 1.785 126.283 159.70 25.37 10.00 136.28 .00 3.62 4.79 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.818 .3470 .0473 .13 1.79 3.90 1.09 .013 .00 .00 PIPE
FILE: Line-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 7:14 South Coast Materials Quarry Private Storm Drain Line-2 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 759.530 125.476 1.849 127.325 159.70 24.19 9.09 136.41 .00 3.62 4.83 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.488 .3470 .0415 .10 1.85 3.65 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 762.018 126.339 1.915 128.254 159.70 23.07 8.26 136.52 .00 3.62 4.86 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.192 .3470 .0364 .08 1.92 3.41 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 764.210 127.100 1.985 129.085 159.70 21.99 7.51 136.60 2.24 3.62 4.89 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1250 .0438 .18 4.23 3.18 .014 .00 .00 PIPE | | | | | | | | | | | | | 768.210 127.600 1.680 129.280 118.90 21.97 7.49 136.77 .00 3.21 4.35 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .748 .0821 .0414 .03 1.68 3.47 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 768.958 127.661 1.682 129.344 118.90 21.92 7.46 136.81 .00 3.21 4.35 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.268 .0821 .0388 .55 1.68 3.46 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 783.226 128.833 1.742 130.575 118.90 20.90 6.78 137.36 .00 3.21 4.38 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.510 .0821 .0340 .39 1.74 3.23 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 794.737 129.779 1.805 131.584 118.90 19.93 6.17 137.75 .00 3.21 4.41 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.464 .0821 .0299 .28 1.81 3.02 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 804.201 130.556 1.871 132.427 118.90 19.00 5.61 138.03 .00 3.21 4.44 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.883 .0821 .0262 .21 1.87 2.82 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 812.083 131.204 1.940 133.144 118.90 18.12 5.10 138.24 .00 3.21 4.46 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.639 .0821 .0230 .15 1.94 2.63 1.40 .013 .00 .00 PIPE
FILE: Line-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 7:14 South Coast Materials Quarry Private Storm Drain Line-2 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 818.723 131.749 2.011 133.760 118.90 17.27 4.63 138.39 .00 3.21 4.47 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.594 .0821 .0202 .11 2.01 2.45 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 824.317 132.208 2.086 134.295 118.90 16.47 4.21 138.51 .00 3.21 4.49 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.725 .0821 .0178 .08 2.09 2.29 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 829.042 132.597 2.165 134.762 118.90 15.70 3.83 138.59 .00 3.21 4.50 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.004 .0821 .0157 .06 2.17 2.13 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 833.046 132.925 2.247 135.173 118.90 14.97 3.48 138.65 .00 3.21 4.50 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.373 .0821 .0138 .05 2.25 1.99 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 836.419 133.202 2.333 135.536 118.90 14.28 3.16 138.70 .00 3.21 4.50 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.811 .0821 .0122 .03 2.33 1.85 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 839.230 133.433 2.424 135.857 118.90 13.61 2.88 138.73 .00 3.21 4.49 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.333 .0821 .0107 .03 2.42 1.72 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 841.563 133.625 2.519 136.144 118.90 12.98 2.62 138.76 .00 3.21 4.47 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.887 .0821 .0095 .02 2.52 1.60 1.40 .013 .00 .00 PIPE | | | | | | | | | | | | | 843.450 133.780 2.620 136.400 118.90 12.37 2.38 138.78 .00 3.21 4.44 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.355 .0825 .0098 .01 2.62 1.48 1.46 .014 .00 .00 PIPE | | | | | | | | | | | | | 844.805 133.892 2.713 136.605 118.90 11.86 2.18 138.79 .00 3.21 4.40 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.173 .0825 .0087 .01 2.71 1.39 1.46 .014 .00 .00 PIPE
FILE: Line-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7: 7:14 South Coast Materials Quarry Private Storm Drain Line-2 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 845.979 133.989 2.825 136.814 118.90 11.31 1.99 138.80 .00 3.21 4.35 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .823 .0825 .0077 .01 2.83 1.28 1.46 .014 .00 .00 PIPE | | | | | | | | | | | | | 846.801 134.057 2.944 137.001 118.90 10.78 1.81 138.81 .00 3.21 4.28 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .491 .0825 .0069 .00 2.94 1.18 1.46 .014 .00 .00 PIPE | | | | | | | | | | | | | 847.292 134.097 3.071 137.168 118.90 10.28 1.64 138.81 .00 3.21 4.19 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .158 .0825 .0061 .00 3.07 1.09 1.46 .014 .00 .00 PIPE | | | | | | | | | | | | | 847.450 134.110 3.209 137.319 118.90 9.80 1.49 138.81 .00 3.21 4.07 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
FILE: Line-2b.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 4- 7-2011 Time:10:11:24 South Coast Materials Company Private Storm Drain Line-2B 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 102.000 129.100 1.370 130.470 61.00 19.39 5.84 136.31 .00 2.52 2.99 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .752 -.2325 .0469 .04 1.37 3.33 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 102.752 128.925 1.350 130.275 61.00 19.75 6.06 136.33 .00 2.52 2.98 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.965 -.2325 .0514 .10 1.35 3.42 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 104.717 128.468 1.302 129.770 61.00 20.72 6.67 136.44 .00 2.52 2.97 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.132 -.2325 .0585 .12 1.30 3.67 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 106.850 127.972 1.256 129.228 61.00 21.73 7.33 136.56 .00 2.52 2.96 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.304 -.2325 .0666 .15 1.26 3.93 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 109.154 127.437 1.212 128.649 61.00 22.79 8.07 136.71 .00 2.52 2.94 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.476 -.2325 .0759 .19 1.21 4.21 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 111.630 126.861 1.169 128.030 61.00 23.90 8.87 136.90 .00 2.52 2.93 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.656 -.2325 .0865 .23 1.17 4.51 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 114.286 126.244 1.129 127.373 61.00 25.07 9.76 137.13 .00 2.52 2.91 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.829 -.2325 .0986 .28 1.13 4.83 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 117.115 125.586 1.090 126.676 61.00 26.29 10.73 137.41 .00 2.52 2.89 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.002 -.2325 .1125 .34 1.09 5.17 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 120.116 124.888 1.052 125.940 61.00 27.58 11.81 137.75 .00 2.52 2.86 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.174 -.2325 .1283 .41 1.05 5.53 .00 .013 .00 .00 PIPE
FILE: Line-2b.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 4- 7-2011 Time:10:11:24 South Coast Materials Company Private Storm Drain Line-2B 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 123.290 124.150 1.016 125.166 61.00 28.92 12.99 138.16 .00 2.52 2.84 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .039 2.5825 .1361 .01 1.02 5.91 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 123.329 124.249 1.019 125.269 61.00 28.82 12.90 138.16 .00 2.52 2.84 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .463 2.5825 .1271 .06 1.02 5.88 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 123.791 125.445 1.055 126.500 61.00 27.48 11.72 138.22 .00 2.52 2.87 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .416 2.5825 .1114 .05 1.06 5.50 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 124.207 126.519 1.093 127.612 61.00 26.20 10.66 138.27 .00 2.52 2.89 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .374 2.5825 .0977 .04 1.09 5.14 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 124.581 127.485 1.132 128.617 61.00 24.98 9.69 138.31 .00 2.52 2.91 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .336 2.5825 .0856 .03 1.13 4.80 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 124.918 128.353 1.173 129.527 61.00 23.82 8.81 138.33 .00 2.52 2.93 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .303 2.5825 .0751 .02 1.17 4.49 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 125.220 129.135 1.215 130.350 61.00 22.71 8.01 138.36 .00 2.52 2.95 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .271 2.5825 .0660 .02 1.22 4.19 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 125.492 129.836 1.260 131.096 61.00 21.65 7.28 138.37 .00 2.52 2.96 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .244 2.5825 .0579 .01 1.26 3.91 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 125.736 130.466 1.306 131.772 61.00 20.64 6.62 138.39 .00 2.52 2.97 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .219 2.5825 .0509 .01 1.31 3.65 .49 .013 .00 .00 PIPE
FILE: Line-2b.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 4- 7-2011 Time:10:11:24 South Coast Materials Company Private Storm Drain Line-2B 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 125.954 131.030 1.354 132.384 61.00 19.68 6.02 138.40 .00 2.52 2.99 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .195 2.5825 .0447 .01 1.35 3.40 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.150 131.535 1.405 132.940 61.00 18.77 5.47 138.41 .00 2.52 2.99 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .175 2.5825 .0394 .01 1.41 3.17 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.324 131.986 1.458 133.444 61.00 17.89 4.97 138.42 .00 2.52 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .156 2.5825 .0346 .01 1.46 2.96 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.480 132.388 1.513 133.901 61.00 17.06 4.52 138.42 .00 2.52 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .138 2.5825 .0305 .00 1.51 2.75 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.618 132.745 1.571 134.316 61.00 16.27 4.11 138.43 .00 2.52 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .122 2.5825 .0269 .00 1.57 2.56 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.740 133.060 1.633 134.693 61.00 15.51 3.74 138.43 .00 2.52 2.99 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .108 2.5825 .0237 .00 1.63 2.38 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.848 133.338 1.697 135.035 61.00 14.79 3.40 138.43 .00 2.52 2.97 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .094 2.5825 .0210 .00 1.70 2.21 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.942 133.581 1.765 135.346 61.00 14.10 3.09 138.43 .00 2.52 2.95 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .081 2.5825 .0185 .00 1.77 2.05 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.023 133.791 1.837 135.628 61.00 13.44 2.81 138.43 .00 2.52 2.92 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .070 2.5825 .0164 .00 1.84 1.90 .49 .013 .00 .00 PIPE
FILE: Line-2b.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 4- 7-2011 Time:10:11:24 South Coast Materials Company Private Storm Drain Line-2B 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 127.093 133.971 1.913 135.884 61.00 12.82 2.55 138.44 .00 2.52 2.88 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .059 2.5825 .0146 .00 1.91 1.76 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.152 134.123 1.994 136.117 61.00 12.22 2.32 138.44 .00 2.52 2.83 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .048 2.5825 .0130 .00 1.99 1.62 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.200 134.248 2.081 136.329 61.00 11.65 2.11 138.44 .00 2.52 2.77 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .038 2.5825 .0116 .00 2.08 1.49 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.238 134.346 2.175 136.521 61.00 11.11 1.92 138.44 .00 2.52 2.68 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .028 2.5825 .0103 .00 2.18 1.37 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.266 134.418 2.277 136.695 61.00 10.59 1.74 138.44 .00 2.52 2.57 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .018 2.5825 .0093 .00 2.28 1.25 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.284 134.464 2.390 136.854 61.00 10.10 1.58 138.44 .00 2.52 2.41 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .006 2.5825 .0084 .00 2.39 1.13 .49 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.290 134.480 2.519 136.999 61.00 9.63 1.44 138.44 .00 2.52 2.20 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
FILE: Line-3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2011 Time: 7:43:28 South Coast Materials Quarry Private Storm Drain Line-3 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 88.760 71.260 .790 72.050 32.50 19.95 6.18 78.23 .00 1.76 2.93 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.168 .0050 .0843 .10 .79 4.71 1.66 .013 .00 .00 PIPE | | | | | | | | | | | | | 89.928 71.266 .786 72.052 32.50 20.10 6.28 78.33 .00 1.76 2.92 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.969 .0050 .0913 .64 .79 4.76 1.66 .013 .00 .00 PIPE | | | | | | | | | | | | | 96.897 71.301 .760 72.061 32.50 21.09 6.90 78.96 .00 1.76 2.89 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.689 .0050 .1045 .70 .76 5.08 1.66 .013 .00 .00 PIPE | | | | | | | | | | | | | 103.586 71.334 .735 72.069 32.50 22.11 7.59 79.66 .00 1.76 2.85 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.420 .0050 .1196 .77 .74 5.43 1.66 .013 .00 .00 PIPE | | | | | | | | | | | | | 110.005 71.366 .711 72.077 32.50 23.19 8.35 80.43 .00 1.76 2.82 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.157 .0050 .1368 .84 .71 5.79 1.66 .013 .00 .00 PIPE | | | | | | | | | | | | | 116.163 71.397 .687 72.084 32.50 24.33 9.19 81.27 .00 1.76 2.78 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.919 .0050 .1565 .93 .69 6.18 1.66 .013 .00 .00 PIPE | | | | | | | | | | | | | 122.082 71.427 .665 72.092 32.50 25.51 10.11 82.20 .00 1.76 2.75 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.678 .0050 .1792 1.02 .67 6.60 1.66 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.760 71.455 .644 72.099 32.50 26.76 11.12 83.22 .00 1.76 2.71 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0825 .1971 .79 .64 7.05 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 131.760 71.785 .635 72.420 32.50 27.32 11.59 84.01 .00 1.76 2.70 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.190 .2367 .1960 2.59 .63 7.25 .61 .013 .00 .00 PIPE
FILE: Line-3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2011 Time: 7:43:28 South Coast Materials Quarry Private Storm Drain Line-3 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 144.950 74.908 .645 75.553 32.50 26.65 11.03 86.58 .00 1.76 2.71 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.481 .2367 .1772 2.92 .65 7.01 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 161.430 78.809 .667 79.476 32.50 25.41 10.03 89.50 .00 1.76 2.75 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.859 .2367 .1548 1.68 .67 6.57 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 172.290 81.380 .689 82.069 32.50 24.23 9.12 91.19 .00 1.76 2.78 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.931 .2367 .1353 1.07 .69 6.15 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 180.221 83.258 .713 83.971 32.50 23.10 8.29 92.26 .00 1.76 2.82 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.156 .2367 .1182 .73 .71 5.76 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 186.377 84.715 .737 85.452 32.50 22.03 7.53 92.99 .00 1.76 2.85 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.946 .2367 .1033 .51 .74 5.40 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 191.323 85.886 .762 86.648 32.50 21.00 6.85 93.50 .00 1.76 2.89 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.075 .2367 .0903 .37 .76 5.06 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 195.398 86.851 .788 87.639 32.50 20.03 6.23 93.87 .00 1.76 2.92 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.416 .2367 .0789 .27 .79 4.74 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 198.814 87.660 .815 88.475 32.50 19.09 5.66 94.14 .00 1.76 2.96 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.902 .2367 .0690 .20 .82 4.44 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 201.716 88.347 .843 89.190 32.50 18.20 5.15 94.34 .00 1.76 2.99 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.488 .2367 .0604 .15 .84 4.15 .61 .013 .00 .00 PIPE
FILE: Line-3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2011 Time: 7:43:28 South Coast Materials Quarry Private Storm Drain Line-3 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 204.204 88.936 .872 89.808 32.50 17.36 4.68 94.49 .00 1.76 3.03 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.149 .2367 .0528 .11 .87 3.89 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 206.353 89.444 .902 90.346 32.50 16.55 4.25 94.60 .00 1.76 3.06 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.866 .2367 .0462 .09 .90 3.64 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 208.219 89.886 .933 90.819 32.50 15.78 3.87 94.69 .00 1.76 3.10 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.627 .2367 .0404 .07 .93 3.41 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 209.846 90.271 .965 91.237 32.50 15.05 3.51 94.75 .00 1.76 3.13 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.418 .2367 .0353 .05 .97 3.19 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 211.264 90.607 .999 91.606 32.50 14.35 3.20 94.80 .00 1.76 3.16 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.246 .2367 .0309 .04 1.00 2.99 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 212.511 90.902 1.033 91.935 32.50 13.68 2.90 94.84 .00 1.76 3.19 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.083 .2367 .0271 .03 1.03 2.79 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 213.594 91.159 1.070 92.229 32.50 13.04 2.64 94.87 .00 1.76 3.23 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .953 .2367 .0237 .02 1.07 2.61 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 214.547 91.384 1.107 92.491 32.50 12.43 2.40 94.89 .00 1.76 3.26 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .830 .2367 .0208 .02 1.11 2.45 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 215.377 91.581 1.146 92.727 32.50 11.86 2.18 94.91 .00 1.76 3.28 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .720 .2367 .0182 .01 1.15 2.29 .61 .013 .00 .00 PIPE
FILE: Line-3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2011 Time: 7:43:28 South Coast Materials Quarry Private Storm Drain Line-3 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 216.097 91.751 1.187 92.938 32.50 11.30 1.98 94.92 .00 1.76 3.31 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .627 .2367 .0159 .01 1.19 2.14 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 216.724 91.900 1.229 93.129 32.50 10.78 1.80 94.93 .00 1.76 3.34 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .539 .2367 .0140 .01 1.23 2.00 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 217.262 92.027 1.273 93.300 32.50 10.28 1.64 94.94 .00 1.76 3.37 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .464 .2367 .0123 .01 1.27 1.87 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 217.726 92.137 1.318 93.455 32.50 9.80 1.49 94.95 .00 1.76 3.39 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .387 .2367 .0107 .00 1.32 1.75 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 218.113 92.228 1.366 93.595 32.50 9.34 1.36 94.95 .00 1.76 3.41 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .322 .2367 .0094 .00 1.37 1.63 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 218.435 92.305 1.416 93.721 32.50 8.91 1.23 94.95 .00 1.76 3.44 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .267 .2367 .0083 .00 1.42 1.52 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 218.702 92.368 1.467 93.835 32.50 8.49 1.12 94.95 .00 1.76 3.45 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .208 .2367 .0073 .00 1.47 1.42 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 218.910 92.417 1.521 93.938 32.50 8.10 1.02 94.96 .00 1.76 3.47 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .159 .2367 .0064 .00 1.52 1.33 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 219.069 92.455 1.577 94.032 32.50 7.72 .93 94.96 .00 1.76 3.48 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .109 .2367 .0056 .00 1.58 1.24 .61 .013 .00 .00 PIPE
FILE: Line-3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2011 Time: 7:43:28 South Coast Materials Quarry Private Storm Drain Line-3 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 219.178 92.481 1.636 94.117 32.50 7.36 .84 94.96 .00 1.76 3.49 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .063 .2367 .0049 .00 1.64 1.15 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 219.240 92.495 1.698 94.193 32.50 7.02 .76 94.96 .00 1.76 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .020 .2367 .0043 .00 1.70 1.08 .61 .013 .00 .00 PIPE | | | | | | | | | | | | | 219.260 92.500 1.764 94.264 32.50 6.69 .69 94.96 .00 1.76 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 219.260 92.500 2.474 94.974 32.50 3.28 .17 95.14 .00 1.27 4.00 9.000 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
FILE: Line-4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2011 Time: 7:44:54 South Coast Materials Quarry Private Storm Drain Line-4 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 86.030 1.584 87.614 83.10 19.64 5.99 93.61 .00 2.84 3.48 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.395 .0543 .0376 .43 1.58 3.14 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 111.395 86.649 1.606 88.255 83.10 19.29 5.78 94.03 .00 2.84 3.49 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.465 .0543 .0345 .81 1.61 3.06 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 134.860 87.924 1.666 89.590 83.10 18.39 5.25 94.84 .00 2.84 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.291 .0543 .0303 .52 1.67 2.85 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 152.150 88.863 1.729 90.592 83.10 17.54 4.78 95.37 .00 2.84 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.337 .0543 .0267 .36 1.73 2.66 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 165.487 89.587 1.795 91.383 83.10 16.72 4.34 95.72 .00 2.84 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.580 .0543 .0235 .25 1.80 2.47 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 176.067 90.162 1.864 92.026 83.10 15.94 3.95 95.97 .00 2.84 3.49 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.515 .0543 .0208 .18 1.86 2.30 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 184.583 90.625 1.937 92.562 83.10 15.20 3.59 96.15 .00 2.84 3.48 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.907 .0543 .0183 .13 1.94 2.14 1.44 .013 .00 .00 PIPE | | | | | | | | | | | | | 191.490 91.000 2.015 93.015 83.10 14.49 3.26 96.28 .00 2.84 3.46 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .546 .0660 .0198 .01 2.01 1.98 1.42 .014 .00 .00 PIPE | | | | | | | | | | | | | 192.036 91.036 2.023 93.059 83.10 14.42 3.23 96.29 .00 2.84 3.46 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.454 .0660 .0185 .08 2.02 1.97 1.42 .014 .00 .00 PIPE
FILE: Line-4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2011 Time: 7:44:54 South Coast Materials Quarry Private Storm Drain Line-4 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 196.490 91.330 2.105 93.435 83.10 13.75 2.93 96.37 .00 2.84 3.43 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 87.041 .0160 .0143 1.24 2.11 1.82 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 283.531 92.724 2.175 94.899 83.10 13.22 2.71 97.61 .00 2.84 3.40 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 48.695 .0160 .0128 .62 2.18 1.71 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 332.227 93.503 2.266 95.769 83.10 12.61 2.47 98.24 .00 2.84 3.34 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.474 .0160 .0114 .31 2.27 1.58 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 359.701 93.943 2.363 96.306 83.10 12.02 2.24 98.55 .00 2.84 3.28 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.814 .0160 .0101 .17 2.36 1.46 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 376.515 94.212 2.468 96.680 83.10 11.46 2.04 98.72 .00 2.84 3.19 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.529 .0160 .0090 .10 2.47 1.34 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 387.044 94.381 2.580 96.961 83.10 10.93 1.85 98.81 .00 2.84 3.08 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.631 .0160 .0081 .05 2.58 1.23 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 392.675 94.471 2.704 97.175 83.10 10.42 1.69 98.86 .00 2.84 2.93 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.815 .0160 .0073 .01 2.70 1.11 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 394.490 94.500 2.843 97.343 83.10 9.93 1.53 98.87 .00 2.84 2.73 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 394.490 94.500 5.007 99.507 83.10 4.15 .27 99.77 .00 2.38 4.00 8.000 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
FILE: Line-5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7:24:10 South Coast Materials Quarry Private Storm Drain Line-5 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 103.560 71.260 1.353 72.613 117.40 27.36 11.62 84.24 .83 3.09 4.44 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.360 .0050 .0837 .95 2.18 4.91 2.90 .013 .00 .00 PIPE | | | | | | | | | | | | | 114.920 71.317 1.316 72.633 117.40 28.43 12.55 85.19 .33 3.09 4.40 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.453 .0050 .0901 .40 1.65 5.17 2.90 .013 .00 .00 PIPE | | | | | | | | | | | | | 119.373 71.339 1.302 72.641 117.40 28.85 12.93 85.57 .34 3.09 4.39 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.364 .0050 .0985 1.32 1.64 5.28 2.90 .013 .00 .00 PIPE | | | | | | | | | | | | | 132.737 71.406 1.259 72.665 117.40 30.26 14.22 86.89 .37 3.09 4.34 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.823 .0050 .1127 1.44 1.63 5.64 2.90 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.560 71.470 1.218 72.688 117.40 31.74 15.64 88.33 3.07 3.09 4.29 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.000 .0825 .1409 .56 4.29 6.03 1.39 .014 .00 .00 PIPE | | | | | | | | | | | | | 149.560 71.800 1.211 73.011 117.40 31.99 15.89 88.90 .00 3.09 4.28 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.264 .3271 .1202 .27 1.21 6.09 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 151.824 72.541 1.224 73.765 117.40 31.50 15.40 89.17 .00 3.09 4.30 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.264 .3271 .1102 .69 1.22 5.96 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 158.089 74.589 1.266 75.856 117.40 30.03 14.00 89.86 .00 3.09 4.35 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.332 .3271 .0964 .51 1.27 5.58 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 163.421 76.334 1.309 77.643 117.40 28.63 12.73 90.37 .00 3.09 4.40 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.578 .3271 .0843 .39 1.31 5.22 .95 .013 .00 .00 PIPE
FILE: Line-5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7:24:10 South Coast Materials Quarry Private Storm Drain Line-5 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 167.999 77.831 1.355 79.186 117.40 27.30 11.57 90.76 .00 3.09 4.44 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.968 .3271 .0738 .29 1.36 4.89 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 171.968 79.129 1.402 80.531 117.40 26.03 10.52 91.05 .00 3.09 4.49 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.461 .3271 .0646 .22 1.40 4.58 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 175.428 80.261 1.450 81.711 117.40 24.82 9.56 91.28 .00 3.09 4.54 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.025 .3271 .0565 .17 1.45 4.28 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 178.454 81.250 1.501 82.751 117.40 23.66 8.69 91.45 .00 3.09 4.58 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.657 .3271 .0495 .13 1.50 4.01 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 181.110 82.119 1.554 83.673 117.40 22.56 7.90 91.58 .00 3.09 4.63 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.342 .3271 .0433 .10 1.55 3.75 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 183.452 82.885 1.608 84.493 117.40 21.51 7.19 91.68 .00 3.09 4.67 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.062 .3271 .0380 .08 1.61 3.51 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 185.515 83.560 1.665 85.225 117.40 20.51 6.53 91.76 .00 3.09 4.71 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.820 .3271 .0333 .06 1.67 3.28 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 187.335 84.155 1.724 85.879 117.40 19.56 5.94 91.82 .00 3.09 4.75 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.605 .3271 .0291 .05 1.72 3.07 .95 .013 .00 .00 PIPE | | | | | | | | | | | | | 188.940 84.680 1.786 86.466 117.40 18.65 5.40 91.86 .00 3.09 4.79 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0833 .0294 .18 1.79 2.87 .014 .00 .00 PIPE
FILE: Line-5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7:24:10 South Coast Materials Quarry Private Storm Drain Line-5 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 194.940 85.180 1.949 87.129 117.40 17.78 4.91 92.04 .00 3.19 4.46 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 37.680 .0289 .0226 .85 1.95 2.58 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 232.620 86.270 1.993 88.263 117.40 17.26 4.63 92.89 .00 3.19 4.47 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 40.510 .0289 .0204 .83 1.99 2.47 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 273.130 87.441 2.068 89.509 117.40 16.46 4.20 93.71 .00 3.19 4.49 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.784 .0289 .0179 .50 2.07 2.30 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 300.914 88.244 2.145 90.389 117.40 15.69 3.82 94.21 .00 3.19 4.50 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.278 .0289 .0158 .32 2.15 2.14 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 321.192 88.831 2.226 91.057 117.40 14.96 3.48 94.53 .00 3.19 4.50 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.365 .0289 .0139 .21 2.23 2.00 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 336.557 89.275 2.311 91.586 117.40 14.26 3.16 94.75 .00 3.19 4.50 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.824 .0289 .0122 .14 2.31 1.86 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 348.381 89.617 2.401 92.018 117.40 13.60 2.87 94.89 .00 3.19 4.49 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.221 .0289 .0108 .10 2.40 1.73 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 357.602 89.883 2.495 92.378 117.40 12.97 2.61 94.99 .00 3.19 4.47 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.137 .0289 .0095 .07 2.50 1.61 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 364.739 90.090 2.594 92.684 117.40 12.36 2.37 95.06 .00 3.19 4.45 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.454 .0289 .0084 .05 2.59 1.49 1.84 .013 .00 .00 PIPE
FILE: Line-5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 6-14-2011 Time: 7:24:10 South Coast Materials Quarry Private Storm Drain Line-5 100-Year Storm Event ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 370.194 90.247 2.698 92.945 117.40 11.79 2.16 95.10 .00 3.19 4.41 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.968 .0289 .0075 .03 2.70 1.38 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 374.162 90.362 2.809 93.171 117.40 11.24 1.96 95.13 .00 3.19 4.36 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.704 .0289 .0066 .02 2.81 1.28 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 376.866 90.440 2.927 93.367 117.40 10.72 1.78 95.15 .00 3.19 4.29 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.567 .0289 .0059 .01 2.93 1.18 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 378.433 90.486 3.053 93.539 117.40 10.22 1.62 95.16 .00 3.19 4.20 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .497 .0289 .0052 .00 3.05 1.09 1.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 378.930 90.500 3.190 93.690 117.40 9.74 1.47 95.16 .00 3.19 4.09 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL ENTRANCE | | | | | | | | | | | | | 378.930 90.500 3.934 94.434 117.40 7.46 .86 95.30 .00 2.99 4.00 10.000 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
HEC-RAS Plan: 42" RCP River: River` Reach: Reach1Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach1 120 PF 133.00 100.20 109.64 109.64 114.38 0.011099 17.48 1.89 7.001.00Reach1 120 PF 283.00 100.20 117.69 117.69 126.43 0.008986 23.73 3.50 7.001.00Reach1 119.* PF 133.00 100.19 101.34101.69 0.016667 5.27 7.31 7.360.87Reach1 119.* PF 283.00 100.19 101.97 101.97 102.83 0.023655 8.40 11.96 7.361.11Reach1 118.* PF 133.00 100.18 101.34101.66 0.015476 5.09 7.57 7.700.83Reach1 118.* PF 283.00 100.18 101.97 101.93 102.76 0.021446 8.03 12.48 7.701.06Reach1 117.* PF 133.00 100.17 101.33101.63 0.014490 4.93 7.82 8.060.81Reach1 117.* PF 283.00 100.17 101.99 101.89 102.69 0.018915 7.61 13.15 8.060.99Reach1 116.* PF 133.00 100.16 101.32101.61 0.013596 4.79 8.07 8.400.78Reach1 116.* PF 283.00 100.16 102.00 101.85 102.64 0.016911 7.26 13.78 8.400.94Reach1 115.* PF 133.00 100.15 101.32101.59 0.012745 4.64 8.32 8.760.76Reach1 115.* PF 283.00 100.15 102.01102.59 0.015136 6.92 14.44 8.760.89Reach1 114.* PF 133.00 100.14 101.31101.57 0.012055 4.52 8.56 9.100.74Reach1 114.* PF 283.00 100.14 102.02102.55 0.013798 6.64 15.02 9.100.85Reach1 113.* PF 133.00 100.13 101.30101.55 0.011442 4.42 8.78 9.440.72Reach1 113.* PF 283.00 100.13 102.02102.52 0.012648 6.39 15.60 9.440.82Reach1 112.* PF 133.00 100.12 101.29101.53 0.010960 4.33 8.98 9.800.70Reach1 112.* PF 283.00 100.12 102.03102.49 0.011651 6.17 16.16 9.800.79Reach1 111.* PF 133.00 100.11 101.29101.51 0.010473 4.24 9.19 10.140.69Reach1 111.* PF 283.00 100.11 102.03102.46 0.010781 5.96 16.71 10.140.76Reach1 110 PF 133.00 100.10 101.28101.50 0.010000 4.15 9.40 10.500.67Reach1 110 PF 283.00 100.10 102.03102.43 0.009968 5.76 17.30 10.500.73Reach1 109.* PF 133.00 100.09 101.27101.49 0.010000 4.15 9.40 10.500.67Reach1 109.* PF 283.00 100.09 102.02102.42 0.009968 5.76 17.30 10.500.73Reach1 108.* PF 133.00 100.08 101.26101.48 0.010000 4.15 9.40 10.500.67Reach1 108.* PF 283.00 100.08 102.01102.41 0.009967 5.76 17.30 10.500.73
HEC-RAS Plan: 42" RCP River: River` Reach: Reach1 (Continued)Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach1 107.* PF 133.00 100.07 101.25101.47 0.010000 4.15 9.40 10.500.67Reach1 107.* PF 283.00 100.07 102.00102.40 0.009967 5.75 17.30 10.500.73Reach1 106.* PF 133.00 100.06 101.24101.46 0.010000 4.15 9.40 10.500.67Reach1 106.* PF 283.00 100.06 101.99102.39 0.009966 5.75 17.30 10.500.73Reach1 105.* PF 133.00 100.05 101.23101.45 0.010001 4.15 9.40 10.500.67Reach1 105.* PF 283.00 100.05 101.98102.38 0.009965 5.75 17.30 10.500.73Reach1 104.* PF 133.00 100.04 101.22101.44 0.010001 4.15 9.40 10.500.67Reach1 104.* PF 283.00 100.04 101.97102.37 0.009965 5.75 17.30 10.500.73Reach1 103.* PF 133.00 100.03 101.21101.43 0.010001 4.15 9.40 10.500.67Reach1 103.* PF 283.00 100.03 101.96102.36 0.009964 5.75 17.30 10.500.73Reach1 102.* PF 133.00 100.02 101.20101.42 0.010001 4.15 9.40 10.500.67Reach1 102.* PF 283.00 100.02 101.95102.35 0.009963 5.75 17.30 10.500.73Reach1 101.* PF 133.00 100.01 101.19101.41 0.010001 4.15 9.40 10.500.67Reach1 101.* PF 283.00 100.01 101.94102.34 0.009963 5.75 17.30 10.500.73Reach1 100 PF 133.00 100.00 101.18 100.99 101.40 0.010001 4.15 9.40 10.500.67Reach1 100 PF 283.00 100.00 101.93 101.58 102.33 0.010001 5.76 17.28 10.500.73
HEC-RAS Plan: 60" RCP River: River` Reach: Reach1Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach1 120 PF 1117.00 100.20 122.19 122.19 133.18 0.008322 26.60 4.40 10.001.00Reach1 120 PF 2160.00 100.20 127.29 127.29 140.83 0.007764 29.53 5.42 10.001.00Reach1 120 PF 3216.00 100.20 133.29 133.29 149.83 0.007266 32.64 6.62 10.001.00Reach1 119.* PF 1117.00 100.19 101.99 101.99 102.83 0.021814 8.12 16.81 10.501.07Reach1 119.* PF 2160.00 100.19 102.36 102.36 103.41 0.021666 9.16 20.68 10.501.10Reach1 119.* PF 3216.00 100.19 102.81 102.81 104.11 0.021084 10.25 25.43 10.501.12Reach1 118.* PF 1117.00 100.18 101.93 101.93 102.74 0.021649 7.94 17.06 11.001.06Reach1 118.* PF 2160.00 100.18 102.29 102.29 103.30 0.021436 8.94 20.99 11.001.09Reach1 118.* PF 3216.00 100.18 102.72 102.72 103.97 0.020993 10.02 25.74 11.001.11Reach1 117.* PF 1117.00 100.17 101.87 101.87 102.65 0.021479 7.76 17.31 11.501.05Reach1 117.* PF 2160.00 100.17 102.22 102.22 103.20 0.021231 8.74 21.30 11.501.08Reach1 117.* PF 3216.00 100.17 102.64 102.64 103.85 0.020645 9.76 26.16 11.501.09Reach1 116.* PF 1117.00 100.16 101.83 101.82 102.58 0.020876 7.56 17.68 12.001.03Reach1 116.* PF 2160.00 100.16 102.16 102.16 103.10 0.021043 8.55 21.60 12.001.07Reach1 116.* PF 3216.00 100.16 102.56 102.56 103.73 0.020742 9.58 26.40 12.001.09Reach1 115.* PF 1117.00 100.15 101.84 101.77 102.51 0.018291 7.13 18.66 12.500.97Reach1 115.* PF 2160.00 100.15 102.14 102.10 103.02 0.019380 8.19 22.44 12.501.02Reach1 115.* PF 3216.00 100.15 102.49 102.49 103.62 0.020408 9.36 26.82 12.501.08Reach1 114.* PF 1117.00 100.14 101.86 101.73 102.45 0.015903 6.72 19.75 13.000.90Reach1 114.* PF 2160.00 100.14 102.18 102.05 102.94 0.016459 7.66 23.91 13.000.95Reach1 114.* PF 3216.00 100.14 102.55 102.42 103.53 0.017073 8.72 28.71 13.000.99Reach1 113.* PF 1117.00 100.13 101.87102.41 0.013968 6.35 20.82 13.500.85Reach1 113.* PF 2160.00 100.13 102.20 102.00 102.89 0.014240 7.21 25.32 13.500.88Reach1 113.* PF 3216.00 100.13 102.59 102.36 103.46 0.014628 8.18 30.50 13.500.92Reach1 112.* PF 1117.00 100.12 101.88102.36 0.012423 6.03 21.85 14.000.80Reach1 112.* PF 2160.00 100.12 102.23102.84 0.012485 6.82 26.69 14.000.83Reach1 112.* PF 3216.00 100.12 102.62103.40 0.012739 7.72 32.21 14.000.86Reach1 111.* PF 1117.00 100.11 101.89102.33 0.011116 5.75 22.88 14.500.76Reach1 111.* PF 2160.00 100.11 102.24102.80 0.011133 6.49 27.98 14.500.78
HEC-RAS Plan: 60" RCP River: River` Reach: Reach1 (Continued)Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach1 111.* PF 3216.00 100.11 102.65103.35 0.011228 7.32 33.87 14.500.81Reach1 110 PF 1117.00 100.10 101.89102.30 0.010002 5.48 23.90 15.000.72Reach1 110 PF 2160.00 100.10 102.25102.76 0.009990 6.19 29.25 15.000.74Reach1 110 PF 3216.00 100.10 102.67103.31 0.009990 6.96 35.51 15.000.77Reach1 109.* PF 1117.00 100.09 101.88102.29 0.010002 5.48 23.90 15.000.72Reach1 109.* PF 2160.00 100.09 102.24102.75 0.009990 6.19 29.25 15.000.74Reach1 109.* PF 3216.00 100.09 102.66103.30 0.009990 6.96 35.51 15.000.77Reach1 108.* PF 1117.00 100.08 101.87102.28 0.010002 5.48 23.90 15.000.72Reach1 108.* PF 2160.00 100.08 102.23102.74 0.009990 6.19 29.25 15.000.74Reach1 108.* PF 3216.00 100.08 102.65103.29 0.009990 6.96 35.51 15.000.77Reach1 107.* PF 1117.00 100.07 101.86102.27 0.010002 5.48 23.90 15.000.72Reach1 107.* PF 2160.00 100.07 102.22102.73 0.009989 6.19 29.25 15.000.74Reach1 107.* PF 3216.00 100.07 102.64103.28 0.009989 6.96 35.51 15.000.77Reach1 106.* PF 1117.00 100.06 101.85102.26 0.010002 5.48 23.90 15.000.72Reach1 106.* PF 2160.00 100.06 102.21102.72 0.009989 6.19 29.25 15.000.74Reach1 106.* PF 3216.00 100.06 102.63103.27 0.009989 6.96 35.51 15.000.77Reach1 105.* PF 1117.00 100.05 101.84102.25 0.010002 5.48 23.90 15.000.72Reach1 105.* PF 2160.00 100.05 102.20102.71 0.009989 6.19 29.25 15.000.74Reach1 105.* PF 3216.00 100.05 102.62103.26 0.009989 6.96 35.51 15.000.77Reach1 104.* PF 1117.00 100.04 101.83102.24 0.010002 5.48 23.90 15.000.72Reach1 104.* PF 2160.00 100.04 102.19102.70 0.009989 6.19 29.25 15.000.74Reach1 104.* PF 3216.00 100.04 102.61103.25 0.009989 6.96 35.51 15.000.77Reach1 103.* PF 1117.00 100.03 101.82102.23 0.010002 5.48 23.90 15.000.72Reach1 103.* PF 2160.00 100.03 102.18102.69 0.009988 6.19 29.25 15.000.74Reach1 103.* PF 3216.00 100.03 102.60103.24 0.009989 6.96 35.51 15.000.77Reach1 102.* PF 1117.00 100.02 101.81102.22 0.010002 5.48 23.90 15.000.72Reach1 102.* PF 2160.00 100.02 102.17102.68 0.009988 6.19 29.25 15.000.74Reach1 102.* PF 3216.00 100.02 102.59103.23 0.009989 6.96 35.51 15.000.77
HEC-RAS Plan: 60" RCP River: River` Reach: Reach1 (Continued)Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach1 101.* PF 1117.00 100.01 101.80102.21 0.010002 5.48 23.90 15.000.72Reach1 101.* PF 2160.00 100.01 102.16102.67 0.009988 6.19 29.25 15.000.74Reach1 101.* PF 3216.00 100.01 102.58103.22 0.009988 6.96 35.51 15.000.77Reach1 100 PF 1117.00 100.00 101.79 101.46 102.20 0.010002 5.48 23.90 15.000.72Reach1 100 PF 2160.00 100.00 102.15 101.75 102.66 0.010017 6.19 29.23 15.000.74Reach1 100 PF 3216.00 100.00 102.57 102.09 103.21 0.010007 6.96 35.49 15.000.77
E ::,
E ·2
::i ......... b ---E 0 ,..;
Revision
ORIGINAL
Add Metric
Add Rip Rap
Table
Edited
(II
~ N
c::: 0
c::,
N
~ N
c::: 0
c::,
N
Concrete
Channel
2D OR 2 W min.)
3D OR 3W
PLAN
152mm {6")
Wide Slot
(II
Design Velocit) Rock T (min)
m/sec (ft/sec * Classification
1.8-3 No. 2 Backing 320mm (1.1ft) (6-10)
3-3.7 220 kg 823mm (2.7ft) (10-12) (1/4 ton)
3.7-4.3 450 kg 1.1 m (3.5ft) (12-14) (1/2 ton)
4.3-4.9 900 k~ 1.3m ( 4.4ft) (14-16) (1 ton
4.9-5.5 1.8 tonne 1.6m (5.4ft) (16-18) (2 ton)
*over 5.5 mps (18 fps) requires special design
D = Pipe Diameter
W = Bottom Width of Channel
~,--..:::~ 'P
......... -c ..... .E ..2
---V')
~
I-
Filter Blanket
Sill, Class
249kg/rrr -C-13Mpa (420-C-2000)
Concrete
SECTION A-A
NOTES
1. Plans shall specify:
A) Rock Class and thickness (T).
B) Filter material, number of layers and thickness.
2. Rip rap shall be either quarry stone or broken
concrete (if shown on the plans.) Cobbles
are not acceptable.
3. Rip rap shall be placed over filter blanket which may
be either granular material or filter fabric ( woven filter
slit film fabric shall not be used).
4. See Regional Supplement Amendments for selection
of filter blanket.
SECTION 8-8 5. Rip rar energy dissipators shall be designated as either
Jype or Type 2. Type 1 shall be with concrete sill;
By Approved Date
Kercheval 2 75
T. Stanton 03/03
S. Brady 04/06
T. Stanton 02/09
Type 2 shall be without sill.
SAN DIEGO REGIONAL STANDARD DRAWING
RIP RAP
ENERGY DISSIPATER
RECOMMENDED BY lHE SAN DIEGO
REGIONAL STANDARDS COMMITTEE
DRAWING
NUMBER
04/27/2006
0-40
August 2009
6
PART 2
CONSTRUCTION MATERIALS
SECTION 200 - ROCK MATERIALS
200-1 ROCK PRODUCTS.
200-1.6 Stone for Riprap.
Add the following:
The individual classes of rocks used in slope protection shall conform to Table 200-1.6(A).
Replace Table 200-1.6(A) with:
TABLE 200-1.6(A)
PERCENTAGE LARGER THAN
C L A S S E S
Rock Sizes
2 Ton
(1.8
Tonne )
1 Ton
(900 kg )
(½ Ton
450 kg )
1/4 Ton
(220 kg )
No. 2
Backing
No. 3
Backing
4 Ton
(3.6 Tonne)
0-5
2 Ton (1.8 Tonne)
50-100
0-5
1 Ton. (900 kg)
95-100
50-100
0-5
½ Ton (450 kg)
-------
50-100
0-5
1/4 Ton (220 kg)
95-100
------
50-100
200 Lb (90 kg)
95-100
------
75 Lb. (34 kg)
95-100
0-5
25 Lb (11 kg)
25-75
0-5
5 Lb. (2.2 kg)
90-100
25-75
1 Lb (0.4 kg)
90-100
The amount of material smaller than the smallest size listed in the table for any class of
rock slope protection shall not exceed the percentage limit listed in the table determined on a
weight basis. Compliance with the percentage limit shown in the table for all other sizes of the
individual pieces of any class of rock slope protection shall be determined by the ratio of the
number of individual pieces larger than the smallest size listed in the table for that class also
pertaining to 200-1.7.
200-1.6.3 Quality Requirements.
Change the second sentence in the first paragraph from “…60 days…” to
“…30 days…”
7
Add the following new subsection:
200-1.7 Selection of Riprap and Filter Blanket Material.
TABLE 200-1.7
Filter Blanket Upper Layer(s)
(3)
Velocity
(1)
Rock
Class
(2)
Rip-Rap
Thickness
"T" Option 1
(4A)
Option 1
(4B)
Option 2
(5)
Option 3
(6)
Filter Blanket
Lower Layer
(7)
6 – 7 ft/sec
(2 m/sec)
No. 3
Backing
0.6 ft
(0.18 m)
3/16"
(4.8 mm) ---- C2 D.G. ----
7 – 8 ft/sec
(2.3 m/sec)
No. 2
Backing
1.0 ft
(0.30 m)
1/4”
(6.4 mm) ---- B3 D.G. ----
8 - 9.5 ft/sec
(2.7 m/sec) Facing 1.4 ft
(0.43 m)
3/8"
(9.5 mm) ---- ---- D.G. ----
9.5 – 11 ft/sec
(3.1 m/sec) Light 2.0 ft
(0.61 m)
1/2"
(12.7 mm) ---- ----
3/4"- 1-1/2"
(28.6 mm)
P.M.B.
----
11 – 13 ft/sec
(3.7 m/sec)
¼ Ton
(227 kg)
2.7 ft
(0.82 m)
3/4"
(19.1 mm) ---- ----
3/4"- 1-1/2"
(28.6 mm)
P.M.B.
SAND
13-15 ft/sec
(4.3 m/sec)
½ Ton
(454 kg)
3.4 ft
(1.04 m)
1"
(25.4 mm) ---- ----
3/4"- 1-1/2"
(28.6 mm)
P.M.B.
SAND
15 – 17 ft/sec
(4.9 m/sec)
1 Ton
(907 kg)
4.3 ft
(1.31 m) ---- 1-1/2"
(38.1 mm) ---- TYPE B SAND
17 – 20 ft/sec
(5.6 m/sec)
2 Ton
(1,814 kg)
5.4 ft
(1.65 m) ---- 2"
(50.8 mm) ---- TYPE B SAND
Table 200-1.7 Notes:
See Section 200-1.6. See also TABLE 200-1.6 (A)
Practical use of this table is limited to situations where Rip-Rap Thickness "T" is less than inside
diameter of the culvert outletting to the energy dissipater.
(1) Average velocity in pipe or bottom velocity in energy dissipater, whichever is greater.
(2) If desired rip rap and filter blanket class is not available, use next larger class.
Light Rock Class = 200 lb. (90 kg)
Facing Rock Class = 75 lb. (35 kg)
No. 2 Backing Rock Class = 5 lb. (2 kg)
No. 3 Backing Rock Class = 1 lb. (0.5 kg)
(3) Filter blanket thickness = 1 foot (0.3048 Meter) or "T", whichever is less.
(4A) Option 1 shall meet the requirements of Table 200-1.2(A) of the Standard Specifications
for Public Works Construction.
(4B) Option 1 shall meet the requirements of Table 200-1.4(B) of the Standard Specifications
for Public Works Construction.
(5) Option 2 shall meet the asphalt concrete requirements of Table 400-4.3(C) of the Standard
Specifications for Public Works Construction.
(6) D.G. = Disintegrated Granite per Table 200-2.7.2(A) of the Standard Specifications for
Public Works Construction [0.04” to 0.39” (1mm to 10mm)].
P.M.B. = Processed Miscellaneous Base per Subsection 200-2.5 of the Standard
Specifications for Public Works Construction.
TYPE B = Type B bedding material shall conform to the requirements for ½” crushed
rock or No. 4 concrete aggregate in Subsection 200-1 (“Rock Products”), Table 200-1.2
(A) or 200-1.4(B), of the Standard Specifications for Public Works Construction.
8
(7) Sand = 25% passing No. 200 sieve (75% retained).
SECTION 201 - CONCRETE, MORTAR AND RELATED
MATERIALS
201-1 PORTLAND CEMENT CONCRETE
201-1.1 Requirements
201-1.1.2 Concrete Specified by Class
Modify TABLE 201-1.1.2(A) as follows:
1) Revise:
Concrete Pavement (not integral with curb) 520-A-2500 (310-A-17)
To Read:
Concrete Pavement (not integral with curb) 520-C-2500 (310-C-17)
Cross Gutter and Alley Aprons 560-C-3250 (310-C-23)
2) Revise:
Curb, Integral Curb and Pavement, Gutter, 520-C-2500 (310-C-17)
Walk, Alley Aprons 520-C-2500P (310-C-17P)
To Read:
Curb and Gutter (separate or combined) 520-C-2500 (310-C-17)
and Walks 520-C-2500P (310-C-17P)
3) Change concrete class for "Sidehill Surface Drainage Facilities" from
"500-C-2500 (295-C-17)" to "520-C-2500 (310-C-17)".
4) Change concrete class for "Pipe Bedding and Encasement, Anchors and
Thrust Blocks, Wall Support for Pipe" from "450-C-20002 (265-C-142)" to
"480-C-20002 (285-C-142)".
5) Change concrete class for "Fence and Guardrail Post Foundations" from
"500-C-2500 (295-C-17)" to "520-C-2500 (310-C-17)".
201-1.2 Materials
201-1.2.1 Portland Cement
Revise the first sentence in the first paragraph to read as follows:
All cement to be used or furnished shall be low alkali and shall be either Type I or Type
II Portland Cement conforming to ASTM C 150, or Type IP (MS) portland - pozzolan cement
conforming to ASTM C 595, unless otherwise specified.
201-1.2.3 Water
In the second paragraph replace:
"1,000 mg/L (ppm) of sulfates" with "1,300 mg/L (ppm) of sulfates"
In the third paragraph replace:
"800 mg/L (ppm) of sulfates" with "1,300 mg/L (ppm) of sulfates"
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.019
Channel Slope 0.01000 ft/ft
Constructed Depth 1.00 ft
Constructed Top Width 3.00 ft
Discharge 51.40 ft³/s
Results
Normal Depth 2.21 ft
Flow Area 6.57 ft²
Wetted Perimeter 6.57 ft
Hydraulic Radius 1.00 ft
Top Width 4.46 ft
Critical Depth 2.36 ft
Critical Slope 0.00774 ft/ft
Velocity 7.82 ft/s
Velocity Head 0.95 ft
Specific Energy 3.16 ft
Froude Number 1.14
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 2.21 ft
Critical Depth 2.36 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.00774 ft/ft
Worksheet for Ditch RM Node 423
5/26/2011 5:50:04 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 0.019
Channel Slope 0.50000 ft/ft
Constructed Depth 1.00 ft
Constructed Top Width 3.00 ft
Discharge 5.20 ft³/s
Results
Normal Depth 0.28 ft
Flow Area 0.30 ft²
Wetted Perimeter 1.72 ft
Hydraulic Radius 0.17 ft
Top Width 1.60 ft
Critical Depth 0.75 ft
Critical Slope 0.01015 ft/ft
Velocity 17.29 ft/s
Velocity Head 4.65 ft
Specific Energy 4.93 ft
Froude Number 7.02
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 0.28 ft
Critical Depth 0.75 ft
Channel Slope 0.50000 ft/ft
Critical Slope 0.01015 ft/ft
Worksheet for Ditch RM Node 427
4/11/2011 4:34:07 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 0.019
Channel Slope 0.16700 ft/ft
Constructed Depth 1.00 ft
Constructed Top Width 3.00 ft
Discharge 23.30 ft³/s
Results
Normal Depth 0.75 ft
Flow Area 1.30 ft²
Wetted Perimeter 3.09 ft
Hydraulic Radius 0.42 ft
Top Width 2.60 ft
Critical Depth 1.59 ft
Critical Slope 0.00837 ft/ft
Velocity 17.92 ft/s
Velocity Head 4.99 ft
Specific Energy 5.74 ft
Froude Number 4.47
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 0.75 ft
Critical Depth 1.59 ft
Channel Slope 0.16700 ft/ft
Critical Slope 0.00837 ft/ft
Worksheet for Ditch RM Node 431
4/11/2011 4:34:20 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 0.019
Channel Slope 0.50000 ft/ft
Constructed Depth 1.00 ft
Constructed Top Width 3.00 ft
Discharge 2.80 ft³/s
Results
Normal Depth 0.21 ft
Flow Area 0.19 ft²
Wetted Perimeter 1.46 ft
Hydraulic Radius 0.13 ft
Top Width 1.38 ft
Critical Depth 0.55 ft
Critical Slope 0.01092 ft/ft
Velocity 14.41 ft/s
Velocity Head 3.23 ft
Specific Energy 3.44 ft
Froude Number 6.77
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 0.21 ft
Critical Depth 0.55 ft
Channel Slope 0.50000 ft/ft
Critical Slope 0.01092 ft/ft
Worksheet for Ditch RM Node 436
4/11/2011 4:34:38 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 0.019
Channel Slope 0.21000 ft/ft
Constructed Depth 1.00 ft
Constructed Top Width 3.00 ft
Discharge 1.40 ft³/s
Results
Normal Depth 0.19 ft
Flow Area 0.16 ft²
Wetted Perimeter 1.37 ft
Hydraulic Radius 0.12 ft
Top Width 1.30 ft
Critical Depth 0.39 ft
Critical Slope 0.01128 ft/ft
Velocity 8.64 ft/s
Velocity Head 1.16 ft
Specific Energy 1.35 ft
Froude Number 4.32
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 0.19 ft
Critical Depth 0.39 ft
Channel Slope 0.21000 ft/ft
Critical Slope 0.01128 ft/ft
Worksheet for Ditch RM Node 441
4/11/2011 4:34:53 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 0.019
Channel Slope 0.11000 ft/ft
Constructed Depth 1.00 ft
Constructed Top Width 3.00 ft
Discharge 12.00 ft³/s
Results
Normal Depth 0.60 ft
Flow Area 0.94 ft²
Wetted Perimeter 2.70 ft
Hydraulic Radius 0.35 ft
Top Width 2.33 ft
Critical Depth 1.14 ft
Critical Slope 0.00866 ft/ft
Velocity 12.82 ft/s
Velocity Head 2.55 ft
Specific Energy 3.16 ft
Froude Number 3.56
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 0.60 ft
Critical Depth 1.14 ft
Channel Slope 0.11000 ft/ft
Critical Slope 0.00866 ft/ft
Worksheet for Ditch RM Node 444
4/11/2011 4:35:12 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 0.019
Channel Slope 0.50000 ft/ft
Constructed Depth 1.00 ft
Constructed Top Width 3.00 ft
Discharge 1.90 ft³/s
Results
Normal Depth 0.18 ft
Flow Area 0.15 ft²
Wetted Perimeter 1.32 ft
Hydraulic Radius 0.11 ft
Top Width 1.26 ft
Critical Depth 0.45 ft
Critical Slope 0.01146 ft/ft
Velocity 12.84 ft/s
Velocity Head 2.56 ft
Specific Energy 2.74 ft
Froude Number 6.60
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 0.18 ft
Critical Depth 0.45 ft
Channel Slope 0.50000 ft/ft
Critical Slope 0.01146 ft/ft
Worksheet for Ditch onto North Pad
4/11/2011 4:35:52 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 0.041
Channel Slope 0.10000 ft/ft
Left Side Slope 2.00 ft/ft (H:V)
Right Side Slope 2.00 ft/ft (H:V)
Bottom Width 14.00 ft
Discharge 87.30 ft³/s
Results
Normal Depth 0.68 ft
Flow Area 10.52 ft²
Wetted Perimeter 17.06 ft
Hydraulic Radius 0.62 ft
Top Width 16.74 ft
Critical Depth 1.01 ft
Critical Slope 0.02628 ft/ft
Velocity 8.30 ft/s
Velocity Head 1.07 ft
Specific Energy 1.75 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 0.68 ft
Critical Depth 1.01 ft
Channel Slope 0.10000 ft/ft
Worksheet for South Desilt Basin Inflow Channel
4/11/2011 4:41:12 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
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.041
Channel Slope 0.10000 ft/ft
Left Side Slope 2.00 ft/ft (H:V)
Right Side Slope 2.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 13.00 ft³/s
Results
Normal Depth 0.62 ft
Flow Area 2.02 ft²
Wetted Perimeter 4.78 ft
Hydraulic Radius 0.42 ft
Top Width 4.49 ft
Critical Depth 0.83 ft
Critical Slope 0.03247 ft/ft
Velocity 6.45 ft/s
Velocity Head 0.65 ft
Specific Energy 1.27 ft
Froude Number 1.70
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 0.62 ft
Critical Depth 0.83 ft
Channel Slope 0.10000 ft/ft
Worksheet for Northwest Desilt Basin Inflow Channel
4/11/2011 4:40:51 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 2of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.041
Channel Slope 0.10000 ft/ft
Left Side Slope 2.00 ft/ft (H:V)
Right Side Slope 2.00 ft/ft (H:V)
Bottom Width 7.00 ft
Discharge 33.00 ft³/s
Results
Normal Depth 0.57 ft
Flow Area 4.65 ft²
Wetted Perimeter 9.56 ft
Hydraulic Radius 0.49 ft
Top Width 9.29 ft
Critical Depth 0.81 ft
Critical Slope 0.02918 ft/ft
Velocity 7.09 ft/s
Velocity Head 0.78 ft
Specific Energy 1.35 ft
Froude Number 1.77
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 0.57 ft
Critical Depth 0.81 ft
Channel Slope 0.10000 ft/ft
Worksheet for Northeast Desilt Basin Inflow Channel
4/11/2011 4:39:38 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
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.02000 ft/ft
Normal Depth 3.50 ft
Diameter 3.50 ft
Discharge 142.28 ft³/s
Results
Discharge 142.28 ft³/s
Normal Depth 3.50 ft
Flow Area 9.62 ft²
Wetted Perimeter 11.00 ft
Hydraulic Radius 0.88 ft
Top Width 0.00 ft
Critical Depth 3.36 ft
Percent Full 100.0 %
Critical Slope 0.01743 ft/ft
Velocity 14.79 ft/s
Velocity Head 3.40 ft
Specific Energy 6.90 ft
Froude Number 0.00
Maximum Discharge 153.05 ft³/s
Discharge Full 142.28 ft³/s
Slope Full 0.02000 ft/ft
Flow Type SubCritical
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
Average End Depth Over Rise 0.00 %
Worksheet for Exist 42" RCP at West
5/26/2011 5:46:40 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
Project Description
Solve For Discharge
Input Data
Headwater Elevation 115.67 ft
Centroid Elevation 111.03 ft
Tailwater Elevation 100.00 ft
Discharge Coefficient 0.60
Diameter 0.33 ft
Results
Discharge 0.89 ft³/s
Headwater Height Above Centroid 4.64 ft
Tailwater Height Above Centroid -11.03 ft
Flow Area 0.09 ft²
Velocity 10.37 ft/s
Worksheet for Northerly 4" PVC Low Flow
4/11/2011 4:36:35 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
Solve For Discharge
Input Data
Headwater Elevation 129.28 ft
Centroid Elevation 126.94 ft
Tailwater Elevation 120.00 ft
Discharge Coefficient 0.60
Diameter 0.33 ft
Results
Discharge 0.63 ft³/s
Headwater Height Above Centroid 2.34 ft
Tailwater Height Above Centroid -6.94 ft
Flow Area 0.09 ft²
Velocity 7.36 ft/s
Worksheet for Southerly 4" PVC Low Flow
4/11/2011 4:36:59 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
Roughness Coefficient 0.030
Channel Slope 0.01000 ft/ft
Normal Depth 1.00 ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Bottom Width 5.00 ft
Results
Discharge 34.45 ft³/s
Flow Area 9.00 ft²
Wetted Perimeter 13.25 ft
Hydraulic Radius 0.68 ft
Top Width 13.00 ft
Critical Depth 0.89 ft
Critical Slope 0.01567 ft/ft
Velocity 3.83 ft/s
Velocity Head 0.23 ft
Specific Energy 1.23 ft
Froude Number 0.81
Flow Type Subcritical
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 1.00 ft
Critical Depth 0.89 ft
Channel Slope 0.01000 ft/ft
Worksheet for Earthen Swale - 1' Deep
5/26/2011 5:48:26 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
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.030
Channel Slope 0.01000 ft/ft
Normal Depth 1.50 ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Bottom Width 5.00 ft
Results
Discharge 78.98 ft³/s
Flow Area 16.50 ft²
Wetted Perimeter 17.37 ft
Hydraulic Radius 0.95 ft
Top Width 17.00 ft
Critical Depth 1.39 ft
Critical Slope 0.01393 ft/ft
Velocity 4.79 ft/s
Velocity Head 0.36 ft
Specific Energy 1.86 ft
Froude Number 0.86
Flow Type Subcritical
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 1.50 ft
Critical Depth 1.39 ft
Channel Slope 0.01000 ft/ft
Worksheet for Earthen Swale - 1.5' Deep
5/26/2011 5:48:00 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
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.250
Channel Slope 0.01050 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 34.00 ft
Discharge 0.89 ft³/s
Results
Normal Depth 0.15 ft
Flow Area 5.20 ft²
Wetted Perimeter 34.95 ft
Hydraulic Radius 0.15 ft
Top Width 34.91 ft
Critical Depth 0.03 ft
Critical Slope 3.01712 ft/ft
Velocity 0.17 ft/s
Velocity Head 0.00 ft
Specific Energy 0.15 ft
Froude Number 0.08
Flow Type Subcritical
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 0.15 ft
Critical Depth 0.03 ft
Channel Slope 0.01050 ft/ft
Worksheet for Northerly Bio-Swale
4/11/2011 4:37:18 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
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.250
Channel Slope 0.01380 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 26.00 ft
Discharge 0.63 ft³/s
Results
Normal Depth 0.13 ft
Flow Area 3.50 ft²
Wetted Perimeter 26.84 ft
Hydraulic Radius 0.13 ft
Top Width 26.80 ft
Critical Depth 0.03 ft
Critical Slope 3.06888 ft/ft
Velocity 0.18 ft/s
Velocity Head 0.00 ft
Specific Energy 0.13 ft
Froude Number 0.09
Flow Type Subcritical
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 0.13 ft
Critical Depth 0.03 ft
Channel Slope 0.01380 ft/ft
Worksheet for Southerly Bio-Swale
4/11/2011 4:37:40 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
APPENDIX C
DESILTATION BASIN ANALYSES
Project Description
Solve For Headwater Elevation
Input Data
Discharge 33.00 ft³/s
Crest Elevation 100.00 ft
Weir Coefficient 3.00 US
Crest Length 11.00 ft
Results
Headwater Elevation 101.00 ft
Headwater Height Above Crest 1.00 ft
Flow Area 11.00 ft²
Velocity 3.00 ft/s
Wetted Perimeter 13.00 ft
Top Width 11.00 ft
Worksheet for Basin 200 Riser - Weir
8/19/2010 1:47:06 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Headwater Elevation
Input Data
Discharge 33.00 ft³/s
Centroid Elevation 100.00 ft
Tailwater Elevation 0.00 ft
Discharge Coefficient 0.60
Diameter 3.50 ft
Results
Headwater Elevation 100.51 ft
Headwater Height Above Centroid 0.51 ft
Tailwater Height Above Centroid -100.00 ft
Flow Area 9.62 ft²
Velocity 3.43 ft/s
Worksheet for Basin 200 Riser - Circular Orifice
8/19/2010 1:47:34 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Headwater Elevation
Input Data
Discharge 12.00 ft³/s
Crest Elevation 100.00 ft
Weir Coefficient 3.00 US
Crest Length 11.00 ft
Results
Headwater Elevation 100.51 ft
Headwater Height Above Crest 0.51 ft
Flow Area 5.60 ft²
Velocity 2.14 ft/s
Wetted Perimeter 12.02 ft
Top Width 11.00 ft
Worksheet for Basin 300 Riser - Weir
8/19/2010 1:48:21 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Headwater Elevation
Input Data
Discharge 12.00 ft³/s
Centroid Elevation 100.00 ft
Tailwater Elevation 0.00 ft
Discharge Coefficient 0.60
Diameter 3.50 ft
Results
Headwater Elevation 100.07 ft
Headwater Height Above Centroid 0.07 ft
Tailwater Height Above Centroid -100.00 ft
Flow Area 9.62 ft²
Velocity 1.25 ft/s
Worksheet for Basin 300 Riser - Circular Orifice
8/19/2010 1:48:56 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Headwater Elevation
Input Data
Discharge 87.00 ft³/s
Crest Elevation 100.00 ft
Weir Coefficient 3.00 US
Crest Length 14.14 ft
Results
Headwater Elevation 101.61 ft
Headwater Height Above Crest 1.61 ft
Flow Area 22.83 ft²
Velocity 3.81 ft/s
Wetted Perimeter 17.37 ft
Top Width 14.14 ft
Worksheet for Basin 400 Riser - Weir
2/16/2011 10:33:13 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
Project Description
Solve For Headwater Elevation
Input Data
Discharge 87.00 ft³/s
Centroid Elevation 100.00 ft
Tailwater Elevation 0.00 ft
Discharge Coefficient 0.60
Diameter 4.50 ft
Results
Headwater Elevation 101.29 ft
Headwater Height Above Centroid 1.29 ft
Tailwater Height Above Centroid -100.00 ft
Flow Area 15.90 ft²
Velocity 5.47 ft/s
Worksheet for Basin 400 Riser - Circular Orifice
2/16/2011 10:32:40 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
APPENDIX D
100-YEAR HEC-RAS ANALYSES
AMENDED RECLAMATION PLAN
LOW CHANNEL ROUGHNESS ANALYSIS
HEC-RAS Plan: PC low n River: RIVER-1 Reach: Reach-1 Profile: 100-YearReach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach-1 3.492 100-Year 10800.00 59.80 67.71 67.01 68.33 0.004202 7.86 1901.22 595.420.57Reach-1 3.587 100-Year 10800.00 64.00 70.70 70.70 71.99 0.009097 9.55 1316.24 519.390.80Reach-1 3.63 100-Year 10800.00 64.70 73.59 73.59 74.76 0.006141 10.19 1536.90 560.760.70Reach-1 3.648 100-Year 10800.00 65.50 77.61 77.61 79.22 0.010399 13.10 1155.11 314.460.82Reach-1 3.66 100-Year 10800.00 65.90 79.3979.65 0.001006 5.28 2934.94 591.640.30Reach-1 3.679 100-Year 10800.00 68.40 79.4679.92 0.002292 7.12 2208.87 537.480.44Reach-1 3.69 100-Year 10800.00 68.90 79.16 79.12 80.49 0.007214 11.95 1379.35 416.970.77Reach-1 3.727 100-Year 10800.00 70.20 80.74 80.74 82.97 0.004881 12.99 988.16 205.750.83Reach-1 3.734 100-Year 10800.00 70.70 82.8183.21 0.000564 5.12 2134.49 231.620.29Reach-1 3.753 100-Year 10800.00 71.80 82.7483.33 0.000865 5.74 1762.09 201.380.35Reach-1 3.770 100-Year 10800.00 71.26 83.0183.39 0.000454 4.94 2207.27 231.390.27Reach-1 3.771 100-Year 10800.00 71.26 82.8583.47 0.001069 6.32 1711.31 226.800.40Reach-1 3.773 100-Year 10800.00 73.76 82.1983.77 0.004357 10.07 1072.77 197.520.76Reach-1 3.774 100-Year 10800.00 73.76 82.3083.81 0.004144 9.88 1092.82 199.240.74Reach-1 3.792 100-Year 10800.00 73.30 83.5184.06 0.000918 5.96 1813.19 224.420.37Reach-1 3.808 100-Year 10800.00 74.00 83.5984.14 0.000895 5.94 1819.33 223.180.37Reach-1 3.825 100-Year 10800.00 74.14 83.6184.26 0.001182 6.50 1661.87 220.800.42Reach-1 3.827 100-Year 10800.00 74.14 82.9584.57 0.004186 10.21 1057.31 184.600.75Reach-1 3.828 100-Year 10800.00 77.16 84.66 84.66 87.18 0.007718 12.75 847.21 167.941.00Reach-1 3.830 100-Year 10800.00 77.16 85.44 84.66 87.31 0.005151 11.00 981.94 179.310.83Reach-1 3.838 100-Year 10800.00 77.00 87.0287.52 0.000814 5.69 1898.37 229.440.35Reach-1 3.846 100-Year 10800.00 77.33 86.9787.59 0.001120 6.33 1707.20 226.450.41Reach-1 3.848 100-Year 10800.00 77.33 86.1987.95 0.004583 10.65 1014.42 178.090.79Reach-1 3.849 100-Year 10800.00 78.33 86.11 86.11 88.65 0.007715 12.77 845.44 167.011.00Reach-1 3.851 100-Year 10800.00 78.33 86.90 86.11 88.78 0.005153 11.01 980.57 178.730.83Reach-1 3.857 100-Year 10800.00 77.60 88.4488.98 0.000869 5.88 1836.88 220.980.36Reach-1 3.864 100-Year 10800.00 78.43 88.4189.02 0.001044 6.30 1715.41 216.990.39Reach-1 3.866 100-Year 10800.00 78.43 87.9689.24 0.002971 9.07 1190.26 191.830.64Reach-1 3.867 100-Year 10800.00 81.45 88.88 88.88 91.41 0.007744 12.77 845.92 167.721.00Reach-1 3.869 100-Year 10800.00 81.45 89.66 88.88 91.54 0.005147 11.00 981.65 179.070.83Reach-1 3.875 100-Year 10800.00 81.53 91.2091.75 0.000857 5.96 1816.26 220.350.36Reach-1 3.882 100-Year 10800.00 81.59 91.1391.84 0.001263 6.73 1605.14 214.760.43Reach-1 3.884 100-Year 10800.00 81.59 90.6192.09 0.003700 9.77 1105.05 187.910.71Reach-1 3.885 100-Year 10800.00 84.87 92.30 92.30 94.83 0.007750 12.76 846.49 168.101.00Reach-1 3.887 100-Year 10800.00 84.87 93.08 92.30 94.96 0.005147 10.99 982.83 179.600.83Reach-1 3.894 100-Year 10800.00 84.94 94.6595.16 0.000811 5.72 1886.65 227.090.35Reach-1 3.900 100-Year 10800.00 85.01 94.6195.21 0.001019 6.20 1741.21 221.330.39Reach-1 3.902 100-Year 10800.00 85.01 94.2595.39 0.002677 8.55 1262.90 205.950.61
HEC-RAS Plan: PC low n River: RIVER-1 Reach: Reach-1 Profile: 100-Year (Continued)Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach-1 3.903 100-Year 10800.00 87.01 94.19 94.19 96.61 0.007861 12.50 863.84 179.001.00Reach-1 3.905 100-Year 10800.00 87.01 94.96 94.19 96.74 0.005155 10.73 1006.22 190.980.82Reach-1 3.914 100-Year 10800.00 84.00 96.4896.94 0.000717 5.46 1976.60 228.520.33Reach-1 3.920 100-Year 10800.00 84.20 96.4996.97 0.000764 5.60 1930.23 226.530.34Reach-1 3.922 100-Year 10800.00 86.12 96.4796.99 0.000839 5.81 1859.64 223.620.35Reach-1 3.923 100-Year 10800.00 87.00 96.1797.13 0.002175 7.86 1373.35 216.630.55Reach-1 3.938 100-Year 10800.00 89.40 102.69 102.69 106.13 0.010441 16.77 759.17 108.010.92Reach-1 3.951 100-Year 10800.00 91.00 104.96 104.96 108.84 0.009106 17.47 786.14 106.360.90Reach-1 3.968 100-Year 10800.00 95.20 108.78109.38 0.001117 6.47 1844.61 178.410.33Reach-1 3.982 100-Year 10800.00 99.90 110.55 110.55 114.80 0.018461 16.79 667.64 81.150.97Reach-1 3.994 100-Year 10800.00 111.80 128.19 128.19 134.66 0.025955 20.42 529.05 41.171.00Reach-1 4.002 100-Year 10800.00 128.00 143.99 143.99 149.09 0.014008 19.76 658.68 69.900.92Reach-1 4.019 100-Year 10800.00 136.50 151.68 151.68 156.80 0.013457 18.93 648.36 67.910.88Reach-1 4.041 100-Year 10800.00 138.00 156.76 153.07 158.09 0.005242 9.84 1187.05 125.220.42Reach-1 4.059 100-Year 10800.00 147.70 159.07 159.07 162.64 0.021998 16.20 739.15 109.910.93Reach-1 4.075 100-Year 10800.00 149.60 162.44163.70 0.005696 9.65 1221.90 136.990.50Reach-1 4.103 100-Year 10800.00 152.00 163.26164.81 0.008583 10.82 1118.10 143.150.60
0500100015002000250030003500406080100120140160180Hanson Aggregates Quarry Plan: Prop Cond, low nMain Channel Distance (ft)Elevation (ft)LegendWS 100-YearGround3.5873.633.6483.663.6793.693.7273.7533.7703.7923.8083.8253.8383.8493.8643.8753.8853.9003.9143.9383.9513.9683.9823.9944.0194.0414.0594.0754.103RIVER-1 Reach-1ITT
050100150200150155160165170175Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 4.103 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.06.06.05020406080100120140160148150152154156158160162164166Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 4.075 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.06.05020406080100120140146148150152154156158160162164Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 4.059 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.06.05020406080100120140160135140145150155160Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 4.041 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.06.0520406080100120135140145150155160Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 4.019 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.05.05l ===========I<---------. -===== , ===== F I ~~--~-----~--[=l I ----~ ~--~
20406080100120140125130135140145150Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 4.002 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.05.05020406080100110115120125130135140145150Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.994 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.05.0505010015020025095100105110115120125130135Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.982 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.05.0505010015020025095100105110115120125130Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.968 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.04.0450501001502002509095100105110115120Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.951 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.04.045-=----==----------~---= ~-===L / r-------=~ t= _/ J
050100150200250859095100105110115Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.938 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.045.04.04.045050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.923 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.922 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.0305010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.920 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.0305010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.914 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03j ~~---~--?n ----------=----==__;;;---~
050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.905 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.903 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.902 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.900 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.0305010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.894 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03----=--~----~--------==========---:::::------::---=--===~
05010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.887 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.0305010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.885 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.0305010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.884 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.0305010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.882 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.0305010015020025030035080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.875 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03r-• -----============================ ---==---~---~---------======::::::===--
05010015020025030035080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.869 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.0305010015020025030035080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.867 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.866 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.864 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.857 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03-----==----~---~~
0501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.851 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.849 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.848 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.846 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.838 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03~ ~ F ~--==----~---~========-~ ~ F ~----=-------======--=---================--~ ~ F ~--==-----~---~==========--~ r / F b-:::---------~----------=c?:~
0501001502002503003507580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.830 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030501001502002503003507580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.828 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300350707580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.827 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300350707580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.825 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300350707580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.808 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03}----• ~ C ~-----=-------~--------==------=======----==-~
050100150200250300350707580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.792 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300350707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.774 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300350707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.773 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300350707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.771 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03050100150200250300350707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.770 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03
050100150200250300350400707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.753 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030100200300400500707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.734 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.030100200300400500707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.727 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.03.03.03010020030040050060070065707580859095100Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.69 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.04.04.04010020030040050060070080060708090100110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.679 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.04.04.04-~---------:; ======= ,,,.---
0200400600800100065707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.66 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.04.04.04010020030040050060070060708090100110Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.648 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.04.04.0401002003004005006007006065707580859095Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.63 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.04.04.04010020030040050060070060657075808590Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.587 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.04.04.040200400600800556065707580859095Hanson Aggregates Quarry Plan: Prop Cond, low n RS = 3.492 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.04.04.04
AMENDED RECLAMATION PLAN
HIGH CHANNEL ROUGHNESS ANALYSIS
HEC-RAS Plan: PC high n River: RIVER-1 Reach: Reach-1 Profile: 100-YearReach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach-1 3.492 100-Year 10800.00 59.80 69.33 67.01 69.57 0.004201 4.93 2885.40 618.070.32Reach-1 3.587 100-Year 10800.00 64.00 72.0472.57 0.009926 6.35 2027.92 541.540.47Reach-1 3.63 100-Year 10800.00 64.70 74.37 73.59 75.01 0.011046 7.85 1975.00 570.060.51Reach-1 3.648 100-Year 10800.00 65.50 77.61 77.61 79.22 0.036558 13.10 1155.11 314.460.82Reach-1 3.66 100-Year 10800.00 65.90 79.9780.17 0.002543 4.65 3280.67 598.590.25Reach-1 3.679 100-Year 10800.00 68.40 80.3880.67 0.004331 5.61 2709.64 546.360.33Reach-1 3.69 100-Year 10800.00 68.90 80.7181.24 0.008009 7.61 2032.67 425.230.44Reach-1 3.727 100-Year 10800.00 70.20 82.1983.42 0.026542 9.81 1294.23 218.080.59Reach-1 3.734 100-Year 10800.00 70.70 83.5583.89 0.004920 4.73 2308.50 234.730.26Reach-1 3.753 100-Year 10800.00 71.80 83.9984.44 0.006339 5.13 2020.29 211.180.29Reach-1 3.770 100-Year 10800.00 71.26 84.4884.77 0.003197 4.30 2553.88 240.220.22Reach-1 3.771 100-Year 10800.00 71.26 84.4384.85 0.006375 5.24 2076.45 235.730.30Reach-1 3.773 100-Year 10800.00 73.76 84.2485.03 0.018963 7.15 1511.15 230.830.49Reach-1 3.774 100-Year 10800.00 73.76 84.4785.21 0.016843 6.90 1566.49 232.280.47Reach-1 3.792 100-Year 10800.00 73.30 85.6586.00 0.004889 4.68 2305.71 235.150.26Reach-1 3.808 100-Year 10800.00 74.00 86.0786.38 0.004342 4.52 2387.00 235.630.25Reach-1 3.825 100-Year 10800.00 74.14 86.4686.80 0.004771 4.67 2312.03 234.950.26Reach-1 3.827 100-Year 10800.00 74.14 86.3786.94 0.011365 6.09 1772.37 233.220.39Reach-1 3.828 100-Year 10800.00 77.16 85.7587.43 0.048989 10.39 1039.47 183.960.77Reach-1 3.830 100-Year 10800.00 77.16 86.6287.87 0.032787 8.97 1204.39 196.660.64Reach-1 3.838 100-Year 10800.00 77.00 88.0488.44 0.006291 5.05 2136.66 234.600.30Reach-1 3.846 100-Year 10800.00 77.33 88.2888.73 0.007529 5.38 2007.95 232.650.32Reach-1 3.848 100-Year 10800.00 77.33 88.0489.01 0.022649 7.90 1367.11 204.420.54Reach-1 3.849 100-Year 10800.00 78.33 87.8489.19 0.036651 9.34 1155.76 192.870.67Reach-1 3.851 100-Year 10800.00 78.33 88.4289.54 0.028402 8.51 1269.84 201.540.60Reach-1 3.857 100-Year 10800.00 77.60 89.6390.04 0.006391 5.14 2102.34 227.020.30Reach-1 3.864 100-Year 10800.00 78.43 89.7690.21 0.007097 5.36 2013.67 223.760.32Reach-1 3.866 100-Year 10800.00 78.43 89.6490.41 0.016634 7.05 1531.37 215.340.47Reach-1 3.867 100-Year 10800.00 81.45 88.89 88.89 91.41 0.085742 12.75 847.00 167.821.00Reach-1 3.869 100-Year 10800.00 81.45 90.7692.04 0.033903 9.11 1186.02 194.040.65Reach-1 3.875 100-Year 10800.00 81.53 92.2792.70 0.006396 5.28 2053.95 225.720.30Reach-1 3.882 100-Year 10800.00 81.59 92.4892.98 0.008249 5.71 1898.73 221.520.34Reach-1 3.884 100-Year 10800.00 81.59 92.3593.21 0.019470 7.42 1454.74 213.230.50Reach-1 3.885 100-Year 10800.00 84.87 92.30 92.30 94.83 0.085923 12.75 847.15 168.161.00Reach-1 3.887 100-Year 10800.00 84.87 94.1895.46 0.034009 9.08 1188.87 195.690.65Reach-1 3.894 100-Year 10800.00 84.94 95.6296.02 0.006409 5.12 2108.64 231.930.30Reach-1 3.900 100-Year 10800.00 85.01 95.7996.24 0.007379 5.39 2004.42 227.950.32Reach-1 3.902 100-Year 10800.00 85.01 95.6996.43 0.015789 6.87 1573.20 223.520.45
HEC-RAS Plan: PC high n River: RIVER-1 Reach: Reach-1 Profile: 100-Year (Continued)Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach-1 3.903 100-Year 10800.00 87.01 95.1996.83 0.050780 10.27 1051.16 194.600.78Reach-1 3.905 100-Year 10800.00 87.01 96.0897.28 0.032905 8.77 1230.84 208.480.64Reach-1 3.914 100-Year 10800.00 84.00 97.4797.85 0.005689 4.89 2206.63 233.620.28Reach-1 3.920 100-Year 10800.00 84.20 97.6798.04 0.005682 4.91 2200.55 232.430.28Reach-1 3.922 100-Year 10800.00 86.12 97.7198.11 0.006066 5.04 2140.83 230.050.29Reach-1 3.923 100-Year 10800.00 87.00 97.6098.24 0.012766 6.39 1688.92 224.730.41Reach-1 3.938 100-Year 10800.00 89.40 102.64 102.64 106.01 0.035712 16.49 753.87 107.880.91Reach-1 3.951 100-Year 10800.00 91.00 104.78 104.47 108.04 0.023261 14.74 767.09 105.370.77Reach-1 3.968 100-Year 10800.00 95.20 108.39108.97 0.003755 6.19 1776.47 177.230.32Reach-1 3.982 100-Year 10800.00 99.90 110.55 110.55 114.80 0.018461 16.79 667.64 81.150.97Reach-1 3.994 100-Year 10800.00 111.80 128.19 128.19 134.66 0.025955 20.42 529.05 41.171.00Reach-1 4.002 100-Year 10800.00 128.00 143.99 143.99 149.09 0.014008 19.76 658.68 69.900.92Reach-1 4.019 100-Year 10800.00 136.50 151.68 151.68 156.80 0.013457 18.93 648.36 67.910.88Reach-1 4.041 100-Year 10800.00 138.00 156.76 153.07 158.09 0.005242 9.84 1187.05 125.220.42Reach-1 4.059 100-Year 10800.00 147.70 159.07 159.07 162.64 0.021998 16.20 739.15 109.910.93Reach-1 4.075 100-Year 10800.00 149.60 162.44163.70 0.005696 9.65 1221.90 136.990.50Reach-1 4.103 100-Year 10800.00 152.00 163.26164.81 0.008583 10.82 1118.10 143.150.60
0500100015002000250030003500406080100120140160180Hanson Aggregates Quarry Plan: Prop Cond, high nMain Channel Distance (ft)Elevation (ft)LegendWS 100-YearGround3.5873.633.6483.663.6793.693.7273.7533.7703.7923.8083.8253.8383.8493.8643.8753.8853.9003.9143.9383.9513.9683.9823.9944.0194.0414.0594.0754.103RIVER-1 Reach-1ITT
050100150200150155160165170175Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 4.103 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.06.06.05020406080100120140160148150152154156158160162164166Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 4.075 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.06.05020406080100120140146148150152154156158160162164Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 4.059 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.06.05020406080100120140160135140145150155160Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 4.041 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.06.0520406080100120135140145150155160Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 4.019 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.05.05l ===========I<---------. -===== , ===== F I ~~--~-----~--[=l I ----~ ~--~
20406080100120140125130135140145150Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 4.002 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.05.05020406080100110115120125130135140145150Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.994 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.05.0505010015020025095100105110115120125130135Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.982 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.05.0505010015020025095100105110115120125130Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.968 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.075.0450501001502002509095100105110115120Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.951 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.05.075.045-=----==----------~---= ~-===L / r-------=~ t= _/ J
050100150200250859095100105110115Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.938 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.045.075.075.045050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.923 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.922 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.105010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.920 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.105010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.914 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1--------~---====-==--------=----=~ r /~ I-----~------~~~ ------------· -~--------
050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.905 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.903 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.902 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.900 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.105010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.894 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1--=----~----~--------===~
05010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.887 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.105010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.885 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.105010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.884 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.105010015020025030080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.882 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.105010015020025030035080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.875 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1r-• ------======================
05010015020025030035080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.869 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.105010015020025030035080859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.867 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.866 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.864 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.857 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1----=,----~---~--------======::::::::=====--
0501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.851 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.849 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.848 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.846 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10501001502002503003507580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.838 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1~ ~ ~ ~ ~~ D ====== ~ I -----~~::::;::::::::::-==== ====:: n
0501001502002503003507580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.830 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10501001502002503003507580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.828 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300350707580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.827 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300350707580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.825 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300350707580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.808 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1~ ~ ~ ~----=---~----~--------=====:::::::::=--~ }----•
050100150200250300350707580859095100105110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.792 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300350707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.774 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300350707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.773 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300350707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.771 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1050100150200250300350707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.770 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1
050100150200250300350400707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.753 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10100200300400500707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.734 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.10100200300400500707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.727 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.1.1.1010020030040050060070065707580859095100Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.69 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.075.075.075010020030040050060070080060708090100110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.679 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.075.075.075
0200400600800100065707580859095100105Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.66 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.075.075.075010020030040050060070060708090100110Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.648 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.075.075.07501002003004005006007006065707580859095Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.63 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.075.075.075010020030040050060070060657075808590Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.587 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.075.075.0750200400600800556065707580859095Hanson Aggregates Quarry Plan: Prop Cond, high n RS = 3.492 Station (ft)Elevation (ft)LegendWS 100-YearGroundBank Sta.075.075.075+ , M =======:=::==-~=~~ _7 ~ ----------====~~=========~ ===== ~ ~======-~ ~