HomeMy WebLinkAbout6608; Northwest Quadrant Drainage Improvements; Northwest Quadrant Storm Drain Las Flores Ramp; 2008-10-01NORTHWEST QUADRANT STORM DRAIN PROJECT
LAS FLORES RAMP
CITY OF CARLSBAD
HYDROLOGY AND HYDRAULIC
ANALYSIS
Prepared by: ^
Harris & Associates UPfel^
750 B Street, Suite 1800 D^2+<^ \ JNM.'t?'
San Diego, CA 92101
(619)236-1778 ^VST^H
OCTOBER 2008
NORTHWEST QUADRANT STORM DRAIN PROJECT
LAS FLORES RAMP
CITY OF CARLSBAD
HYDROLOGY ANALYSIS
Prepared under the supervision of:
Robert Sutherlin Jr.
Project Manager
R.C.E 38819
OCTOBER 2008
Harris & Assodates
Memorandum
to: SherrI Howard
from: Bob Sutherlin
re: Pio Pico Flows
date: June 10, 2008
cc; Ehab Gerges, Mark Webb
Based on hydraulic modeling of the storm drain system for the Pio Pico project, the proposed 24" RCP
pipe extension along Pio Pico (and redesign of the inlets at the Forest intersection) will be able to handle
approximately 50% of the runoff from the drainage basin. The system capacity is governed by the slope
of the system that can be installed along Pio Pico and partially by the size of the downstream existing
pipe in Las Flores. The existing system in Las Flores is an existing 24" RCP with a length of 18" RCP at
the downstream end that connects to the catch basin near the northeast corner at the northbound onramo
to the freeway.
The 24" RCP pipe size will result in the Pio Pico and Forest intersection not being completely "dried up"
during major storm events. Water from small to moderate storm events will be collected, and at some
point (around 36 cfs of the drainage areas' 64 cfs), the pipe system will become full and water will not
enter the pipe. This will result in flooding of the intersection, just not to the extent that is experienced
currently.
In order to intercept the flows in the Pio Pico and Forest intersection, the pipe from Las Flores
downstream would need to be increased to a 36" RCP and upstream from this point a 30" RCP would be
required. This pipe size would allow capacity for interception of the 100-year runoffs.
750 8 Street, Suite 1800 (619)236-1778 FAX (619) 236-1179
Table of Contents
A. Purpose
B. Existing Drainage Facilities
C. Hydrology Analysis
D. Proposed Improvements
Appendices
o Caltrans Supplied Information
o 25-year Hydrology Calculation
o 100-year Hydrology Calculation
o Nomographs
o 100-year Hydraulic Calculations
Enclosure
o Hydrology Map
BEST ORIGINAL
A. Purpose
The purpose of the Northwest Quadrant project is to improve drainage at three locations within the city of
Carlsbad. This hydrology report focuses on the improvement needs for the Pio Pico Drive storm system,
in particular, where the existing drainage system in Las Flores Drive connects to the Caltrans drainage
system at the east side ramps of Interstate 5. Pio Pico Drive is located east of Highway 5 and north of Las
Flores Drive. The street is maintained in a rural condition without sidewalks. A small ditch along the
east side of the roadway carries some storm runoff and a small berm along the west side keeps nuisance
flows out of the properties along the west side of the roadway. A new storm drain system will be
installed in Pio Pico Drive to collect some of this mnoff and convey it to an existing system in Las Flores.
•I
m
The proposed improvements for the Pio Pico system require replacement of an II-foot section of 18"
RCP with a 30" RCP where the Las Flores drain connects to the Caltrans system at the comer of the
northbound onramp.
Figure 1- Vicinity Map
Harris & Associates met with Caltrans to discuss the need to remove and replace this 11-foot section of
pipe at the Las Flores northboimd onramp at Interstate 5 and inquire about requirements for issuance of an
encroachment permit. Following the meeting, Caltrans sent an email with the needed requirements. This
email requested the following information:
• A 25-year storm analysis of the inlet efficiency of the roadway surface. If the existing inlets on
the Las Flores Drive at the on- and off-ramps to 1-5 intercept all of the runoff traveling down the
associated curb line of Las Flores Dr, then that is all that will be needed for the 25-year storm
analysis. If it does not, either an upstream inlet will be required or all of the downstream
shoulder inlets along the ramps will need to be analyzed, including the runoff bypass from the
adjacent upstream inlet, to determine their interception efficiency and runoff spread widths.
• A 100-year storm analysis of the underground storm drain pipe system (DS 49) to verify that the
system has sufficient capacity to carry the runoff without violating the Caltrans design guidelines
as stated in Chapter 830 of the Highway Design Manual.
In accordance with our scope of services, we have performed the necessary analyses to address Caltrans
requirements.
B. Existing Drainage FaciUties (Refer to the Hydrology Map in the map pocket)
There are two major drainage areas contributing to the drainage system in this area. The first drainage
subarea (Area A - Nodes 1 thru 21) drains toward the intersection of Forest Avenue and Pio Pico Drive
and then south in Pio Pico Drive.
There is no existing pipe drain system along this reach except for some small 12" CMP culverts that
convey nuisance flows from one side of Forest Avenue to the other side at the intersection of Forest
Avenue and Pio Pico Drive. These CMPs are undersized and are in a state of collapse within the street.
Although most of Basin A runoff reaches this intersection, the majority of flows will overtop the street's
west side and continue overland through the adjacent properties due to the lack of curbs. It will be runoff
from those homes on the east side of Pio Pico Drive contributing flow to the ditch and inlet at the
intersection of Pio Pico and Las Flores Drives (node 21).
The second major contributing area of runoff (Area B - Nodes 30 thru 42) is flowing east to west along
Las Flores Drive. As runoff reaches the intersection at Pio Pico and Las Flores Drives, it is collected in
two inlets at this intersection.
One inlet is on the southeast comer (node 42) and is a 4-foot "Type B" inlet. The second inlet, a 9-foot
"Type C" is at the northeast comer of the intersection (node 21). Both of these inlets contribute to an
existmg underground 24" RCP that flows westward to the freeway ramp (node 34). As this system
reaches the onramp, a cleanout exists where the 24" RCP is downsized to an 18" RCP before joining with
the Caltrans system at the top of the onramp to the freeway.
At the ramp, additional water is collected in a 21-foot "Type B" curb inlet on the north onramp (node 34)
and at a Dual 24-18 Type GDO grate inlet at the top of the offramp (node 43). Water is held in place by
an AC berm around the inlet. Once all the flows are combined, the pipe outlet is a 30" RCP and it flows
north collecting ramp flows before outletting just north of Jefferson Street.
C. Hydrology and Hydraulic Analyses
With a basin watershed of approximately 49.3 acres, runoff flows mainly from east to west toward Pio
Pico, where runoff then flows south toward Las Flores Drive. Type "D" soil and single family
development (7.3 dwelling units/acre) will be used for this analysis. Along the ramp area, the 'C" value
was provided by Caltrans (see Appendix 1). In accordance with Caltrans requirements, all computations
use I-D-F curves as provided by Caltrans for intensity input (see Appendix 1). The 25- and 100-year
flow rates are 67.8 and 89.4 cubic feet per second (CFS) respectively, at the DS 49 system outlet located
just north of Jefferson Street. The 25-year and 100-year hydrology calculations are included in
Appendices 2 and 3.
Condition 1 - South side of Las Flores
The first Caltrans condition requires that the upstream inlets be checked to see if they can capture 25-year
flow rates. During a 25-year storm, 5.4 CFS will flow west along the south side of Las Flores Drive to
the inlet at Node 42. The existing 4-foot inlet at this location will capture 1.4 CFS with 4 CFS bypassmg.
Inlet calculation:
Q(max) = 0.7xLx(A+Y)^'^ assuming L = 4, A=.33,and .314 (from hydrology run)
Q (max) = 1.4 cfs
The 4.0 CFS bypass flow is then combined with the 1.5 CFS drainmg from the additional 0.81 acres,
resultmg in 5.5 CFS that needs to be collected at the southeast ramp grate inlet. The analysis of this grate
shows that this Dual 24-18 Type GDO inlet can capture 5.5 CFS with only 1.8 inches of head. This
assumes a 50% clogging factor for the grates.
Inlet calculation:
The orifice equation is Q(max) ^CxAx(2xgx H)'^^
A single 24-18 grate has 2.94 sq ft of opening. A dual grate has 5.88 sq ft of opening. Assuming a
clogging factor of 50%, the resulting opening is 2.94 sq fi.
The C value for an orifice is 0.6 and g^32.2
Solving for H results in 1.8 inches of depth over the grated inlet.
Condition 1 -- North side of Las Flores
Runoff from the north side of Las Flores, east of Pio Pico, produces a 25-year flow of 15.4 CFS. This
water will flow west along Las Flores and because of the street crowns, turn the comer at Pio Pico to the
9-foot Type C-1 inlet with a 2-inch depression at the northeast comer. Adding this flow to the 2.7 CFS
flowing south along Pio Pico will result in 17.9 CFS at the northeast inlet at the intersection (Node 21).
This inlet is sump and can reach a maximum depth of 0.7 feet before water will flash the crown of the
street. At this depth, the inlet will intercept approximately 1.5 CFS per foot of opening or 13.5 CFS. We
are allowing only 1 CFS into the grate portion to account for clogging. The resultant 3.4 CFS will by
pass the inlet and flow down the north side of Las Flores to the inlet at the onramp.
Inlet calculation: Refer to City of San Diego Nomograph in Appendix 4
Q(max) = 1.5 cfs/fix9fi - 13.5 cfs. Bypass is therefore 17.9 - 13.5 = 4.4 cfs
This 4.4 CFS wiU add with the 2.5 CFS from the homes along this side of the street, and 6.9 CFS will
then need to be collected at the 21-foot Type B-1 inlet at the northeast comer at the ramp (Node 34). The
slope of the street at this location is about 1 percent. The resuhant depth for the street section here is 0.51
feet (see nomograph in Appendix 4) and the inlet has a 2" depression. This inlet will therefore capture
6.4 CFS (or total interception of the 25-year runoff).
Inlet calculation:
Q(max) = 0.7 xLx (A+Y)^^^ assuming L = 21, A^ .33, and Y= .51 (from nomograph)
Q (max) ^ 8.2 cfs
Condition 2 - Hydraulics of Existing undergroxmd system
In order to meet the second condition of approval for the Caltrans permit, the Los Angeles Water Surface
Pressure Gradient program was used to determine the hydraulic grade line in the DS 49 system pipeline.
Initial assumptions included soffit water surface elevation at the outlet with inlet control. Using invert
elevations from as-builts provided by Caltrans, the computation shows that the hydraulic grade line at the
NE ramp comer (Node 34) is 79.10. This elevation is well below the top of curb elevation of 83.29 as
determined by field measurement. This hydraulic elevation was then used to determine the depth of the
water at the grated inlet at the southeast comer of the ramp (Node 43). The resultant water elevation there
is 79.15 with a top of grate elevation of 82.36. Input and output files for both the mainline and lateral are
provided in the appendix along with the As-built plan supplied by Caltrans and used for inverts.
D. Proposed Improvements
Along with future improvements at the Forest Avenue and Pio Pico Drive intersection, the 11-foot 18"
RCP at the existing curb inlet near the north side of the Las Flores freeway onramp will need to be
replaced with a 30" RCP to maintain continuity in the Las Flores Drive drain system. We do not feel the
existing or proposed system will be able to deliver the 100-year event to this location through the existing
drainage system, but have demonstrated that the downstream system has capacity to handle a 100-year
runoff and that the existing inlets upstream of the freeway ramp have capacity to intercept a 25-year storm
flow. These were the conditions of approval required by Caltrans. We therefore request approval of this
study by Caltrans and allowance of an encroachment permit.
APPENDICES
Caltrans Supplied Information
25-year Hydrology Calculation
100-year Hydrology Calculation
Nomographs
100-year Hydraulic Calculations
Caltrans Supplied Information
SUfrans
SD-5 50.5/50.8 11-08-NMC0_
"Las Flores Dr."
I-D-F Equations
d (hrs.l d Cmin.)
\2_&= 0.53 d
i,o,a= 0.99 d
i25.d= 1.24 d
Un^= 1.42 d
iioo,d= 1-61 d
hd= 5.01 d
ho.a^ 9.41 d
i25,d= 11 •''6 d
i50d= 13.52 d
iiM,d= 15.28 d
I-D-F Curves fumished by Caltrans
Runoff Coefficients fumished by Caltrans
25-year Hydrology Calculations
UNIVERSAL RATIONAL METHOD HYDROLOGY PROGRAM
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989- 2005 Version 7.1
Rational Hydrology Study Date: 10/24/08
NW Quadrant Storm Drainage Project
Pio Pico Hydrology per Caltrans Requirements
"CalPio25c" 10/24/2008
25-year storm event using 10-min TOC for all Initial areas
********* Hydrology Study Control Information
Program License Serial Number 6032
Rational hydrology study storm event year is 25.0
Nuinber of [time, intensity] data pairs = 16
No. Time Intensity
1 5.000 4.850(In.)
2 6.000 4.390(In.}
3 7.000 4.030(In.}
4 8.000 3.750(In.)
5 9.000 3.510(In.)
6 10.000 3.300(In.)
7 11.000 3.150(In.)
8 12.000 3.000(In.)
9 13.000 2.870(In.)
10 14.000 2.750(In.)
11 15.000 2.650(In.)
12 16.000 2.560(In.)
13 17.000 2.480(In.)
14 18.000 2.400(In.)
15 19.000 2.330(In.)
16 20.000 2.260(In.)
English Input Units Used
English Output Units Used:
Area = acres, Distance = feet. Flow q = ffS/s, Pipe diam. = inches
Runoff coefficient method used:
Runoff coefficient 'C value calculated for the
equation Q=KCIA [K=unit constant(1 if English Units, 1/360 if SI Units),
I=rainfall intensity, A=area];
by the following method:
Manual entry of 'C values
Rational Hydrology Method used:
The modified rational hydrology method is used
where the total area of each stream, area averaged 'C value
using equation ct = (ClAl + C2A2 + ... CnAn)/at
and rainfall intensity for each particular point is used
to determine the runoff flow q at each point.
Stream flow confluence option used:
Stream flow confluence method of 2 - 5 streams:
Note: in all cases, if the time of concentration
or TC of all streams are identical, then q = sum of stream flows
Variables p=peak; i=intensity; Fm=lo3S rate; a=area; l...n flows
q = flow rate, t = time in minutes
Peak flow qp is a function of time, TC:
usual case ql>q2 and tl>t2 then qp = ql + q2*(il/i2), tp=tl
some cases ql>q2 and tl<t2 then qp = q2 + ql*(t2/tl), tp=t2
Process from Point/Station 1.000 to Point/Station
**** INITIAL AREA EVALUATION ****
2.000
RESIDENTIAL(5 - 7 dwl/acre)
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 50.000(Ft.)
Top (of initial area) elevation = 180.000(Ft.)
Bottom (of initial area) elevation = 178.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.04000 s(%)= 4.00
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.451(CFS)
Total initial stream area = 0.240(Ac.)
Process from Point/Station 2.000 to Point/Station 3.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 178.000{Ft.}
End of street segment elevation = 134.000(Ft.)
Length of street segment = 530.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.010
Slope from grade break to crown (v/hz) = 0.010
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.010
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.307(CFS)
Depth of flow = 0.231(Ft.}, Average velocity = 4.276(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.451(Ft.)
Flow velocity = 4.28(Ft/s)
Travel time = 2.07 min. TC = 12.07 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 2.991(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 6.949(CFS) for 4.10Q(Ac.)
Total runoff = 7.400(CFS) Total area = 4.340(Ac.)
Street flow at end of street = 7.400(CFS)
Half street flow at end of street = 3.700(CFS)
Depth of flow = 0.259(Ft.), Average velocity = 4.742(Ft/s)
Flow width (from curb towards crown)= 11.257(Ft.)
Process from Point/Station 3.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
4.000
Top of street segment elevation = 134.000(Ft.}
End of street segment elevation = 110.000(Ft.)
Length of street segment = 810.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 14.348(CFS)
Depth of flow = 0.448(Ft.), Average velocity = 5.323(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.000(Ft.)
Flow velocity = 5.32(Ft/s)
Travel time = 2.54 min. TC = 14.60 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 2.690(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 11.749(CFS) for 8.150(Ac.}
Total runoff = 19.149(CFS) Total area = 12.490(Ac.)
Street flow at end of street = 19.149{CFS)
Half street flow at end of street = 19.149(CFS)
Depth of flow = 0.482(Ft.), Average velocity = 5.969(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 15.000(Ft.}
Process from Point/Station
**** CONFLUENCE OF MAIN STREAMS
3.000 to Point/Station
****
4.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 12.490(Ac.)
Runoff from this stream = 19.149(CFS)
Time of concentration = 14.60 min.
Rainfall intensity = 2.690(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station
**** INITIAL AREA EVALUATION ****
5.000 to Point/Station 6.000
COMMERCIAL subarea type
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 70.000(Ft.)
Top (of initial area) elevation = 134.000(Ft.)
Bottom (of initial area) elevation = 132.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.02857 s(%)= 2.86
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.086(CFS)
Total initial stream area = 0.030(Ac.)
Process from Point/Station 6.000 to Point/Station 7.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 132.000(Ft.)
End of street segment elevation = 110.000(Ft.)
Length of street segment = 850.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = O.llO(CFS)
Depth of flow = 0.096(Ft.), Average velocity = 1.992(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.000(Ft.)
Flow velocity = 1.99(Ft/s)
Travel time = 7.11 min. TC = 17.11 min.
Adding area flow to street
COMMERCIAL subarea type
Rainfall intensity = 2.471(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA} is C = 0.870
Subarea runoff = 1.182(CFS) for 0.560{Ac.)
Total runoff = 1.268(CFS) Total area = 0.590(Ac.)
Street flow at end of street = 1.268(CFS)
Half street flow at end of street = 1.268(CFS)
Depth of flow = 0.240(Ft.), Average velocity = 2.849(Ft/s)
Flow width (from curb towards crown)= 5.644(Ft.)
Process from Point/Station 7.000 to Point/Station 4.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.590(Ac.)
Runoff from this stream = 1.268(CFS)
Time of concentration = 17.11 min.
Rainfall intensity = 2.471(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 19.149 14.60 2.690
2 1.268 17.11 2.471
Qmax(l) =
1.000 * 1.000 * 19.149) +
1.000 * 0.853 * 1.268) + = 20.232
Qmax(2) =
0.919 * 1.000 * 19.149) +
1.000 * 1.000 * 1.268) + = 18.860
Total of 2 main streams to confluence:
Flow rates before confluence point:
19.149 1.268
Maximum flow rates at confluence using above data:
20.232 18.860
Area of streams before confluence:
12.490 0.590
Results of confluence:
Total flow rate = 20.232(CFS)
Time of concentration = 14.602 min.
Effective stream area after confluence 13.080{Ac,
++-
Process from Point/Station 4.000 to Point/Station 20.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 110.000(Ft.)
Downstream point/station elevation = 109.000(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.232(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 20.232(CFS)
Normal flow depth in pipe = 15.61(In.)
Flow top width inside pipe = 18.35(In.)
Critical Depth = 19.24(In.)
Pipe flow velocity = 10.55(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 14.68 min.
Process from Point/Station 4.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
20.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 13.080(Ac.)
Runoff from this stream = 20.232(CFS)
Time of concentration = 14.68 min.
Rainfall intensity = 2.682(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 8'. 000 to Point/Station
**** INITIAL AREA EVALUATION ****
9.000
RESIDENTIAL(5 - 7 dwl/acre)
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 182.000(Ft.)
Bottom (of initial area) elevation = 180.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.01333 s(%)= 1.33
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.583(CFS)
Total initial stream area = 0.310(Ac.)
Process from Point/Station 9.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
10.000
Top of street segment elevation = 180.000(Ft.)
End of street segment elevation = 144.000(Ft.)
Length of street segment - 660.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.822(CFS)
Depth of flow = 0.325(Ft.), Average velocity = 5.254(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.907(Ft.)
Flow velocity = 5.25(Ft/s)
Travel time = 2.09 min. TC = 12.09 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 2.988(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q-KCIA) is C = 0.570
Subarea runoff = 9.431(CFS) for 5.570{Ac.)
Total runoff = 10.014(CFS) Total area = 5.880(Ac.)
Street flow at end of street = 10.014(CFS)
Half street flow at end of street = 10.014(CFS)
Depth of flow = 0.376(Ft.), Average velocity = 5.961(Ft/s)
Flow width (from curb towards crown)= 12.463(Ft.)
Process from Point/Station 10.000 to Point/Station 11.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 144.000(Ft.)
End of street segment elevation = 112.000(Ft.)
Length of street segment = 550.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 13.735(CFS)
Depth of flow = 0.407(Ft.), Average velocity = 6.586(Ft/3)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.995(Ft.)
Flow velocity = 6.59(Ft/s)
Travel time = 1.39 min. TC = 13.49 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 2.812(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 6.414(CFS) for 4.370(Ac.}
Total runoff = 16.428(CFS) Total area = 10.250(Ac.)
Street flow at end of street = 16.428(CFS)
Half street flow at end of street = 16.428(CFS)
Depth of flow = 0.427(Ft.), Average velocity = 6.883(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 15.000(Ft.)
Process from Point/Station 11.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
12.000
Along Main Stream nimnber: 2 in normal stream number 1
Stream flow area = 10.250{Ac.)
Runoff from this stream = 16.428(CFS)
Time of concentration = 13.4 9 min.
Rainfall intensity = 2.812(In/Hr)
Process from Point/Station 13.000 to Point/Station
**** INITIAL AREA EVALUATION ****
14.000
RESIDENTIAL(5 - 7 dwl/acre)
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 170.000(Ft.)
Top (of initial area) elevation = 182.000(Ft.)
Bottom (of initial area) elevation = 180.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.01176 s(%)= 1.18
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area {Q=KCIA) is C = 0.570
Subarea runoff = 0.545(CFS)
Total initial stream area = 0.290(Ac.)
+++++++-
Process from Point/Station 14.000 to Point/Station
**** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION ****
12.000
Top of street segment elevation = 180.000(Ft.}
End of street segment elevation = 111.000(Ft.)
Length of street segment = 1030.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.007(CFS;
Depth of flow = 0.286(Ft.), Average velocity = 5.238(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.989(Ft.)
Flow velocity = 5.24(Ft/s)
Travel time = 3.28 min. TC = 13.28 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 2.837(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 5.874(CFS) for 3.680(Ac.)
Total runoff = 6.419(CFS) Total area = 3.970(Ac.)
Street flow at end of street = 6.419(CFS)
Half street flow at end of street = 6.419(CFS)
Depth of flow = 0.324(Ft.), Average velocity = 5.816(Ft/s)
Flow width (from curb towards crown)= 9.885(Ft.)
Process from Point/Station 14.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.970(Ac.)
Runoff from this stream = 6.419(CFS)
Time of concentration = 13.28 min.
Rainfall intensity = 2.837(In/Hr)
Summary of stream data:
12.000
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
Qmax(2)
16.428
6.419
1.000 *
0.991 *
1.000 *
1.000 *
13.49
13.28
1.000 *
1.000 *
0.985 *
1.000 *
2.812
2.837
16.428) +
6.419) +
16.428;
6.419:
22.790
22.593
Total of 2 streams to confluence:
Flow rates before confluence point:
16.428 6.419
Maximum flow rates at confluence using above data:
22.790 22.593
Area of streams before confluence:
10.250 3.970
Results of confluence:
Total flow rate = 22.790(CFS)
Time of concentration = 13.485 min.
Effective stream area after confluence = 14.220(Ac.)
Process from Point/Station 12.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
20.000
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.220(Ac.)
Runoff from this stream = 22.790(CFS)
Time of concentration = 13.4 9 min.
Rainfall intensity = 2.812(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
20.232
22.790
14.68
13.49
2. 682
2.812
Qmax(1) =
Qmax(2) =
1.000
0. 954
1.000
1.000
1.000
1.000
0. 919
1.000
20.232) +
22.790) +
20.232) +
22.790) +
41.969
41.374
Total of 2 main streams to confluence:
Flow rates before confluence point:
20.232 22.790
Maximum flow rates at confluence using above data:
41.969 41.374
Area of streams before confluence:
13.080 14.220
Results of confluence:
Total flow rate = 41.969(CFS)
Time of concentration = 14.681 min.
Effective stream area after confluence = 27.300(Ac.)
Process from Point/Station 20.000 to Point/Station 21.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 109.000(Ft.)
Downstream point/station elevation = 106.000(Ft.)
Pipe length = 330.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 41.969(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 41.969(CFS)
Normal flow depth in pipe = 22.99(In.)
Flow top width inside pipe = 30.34(In.)
Critical Depth = 25.83(In.)
Pipe flow velocity = 9.50(Ft/s)
Travel time through pipe = 0.58 min.
Time of concentration (TC) = 15.26 min.
Process from Point/Station 20.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
21.000
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 27.300(Ac.)
Runoff from this stream = 41.969(CFS)
Time of concentration = 15.26 min.
Rainfall intensity = 2.627(In/Hr)
Process from Point/Station 22.000 to Point/Station
**** INITIAL AREA EVALUATION ****
23.000
RESIDENTIAL(5 - 7 dwl/acre)
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 140.000(Ft.)
Top (of initial area) elevation = 113.000(Ft.)
Bottom (of initial area) elevation = 110.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.02143 3(%)= 2.14
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr} for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 1.072(CFS;
Total initial stream area = 0.570(Ac,
Process from Point/Station 23.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
21.000
Top of street segment elevation = 110.000(Ft.)
End of street segment elevation = 106.000(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.301(Ft.}, Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.720(Ft.)
Flow velocity = 2.32(Ft/s)
Travel time = 2.37 min. TC = 12.37 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 2.952(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 1.654(CFS) for 1.050(Ac.)
Total runoff = 2.726(CFS) Total area = 1.620(Ac.)
Street flow at end of street = 2.726(CFS)
Half street flow at end of street = 2.726(CFS)
Depth of flow = 0.324(Ft.), Average velocity = 2.473(Ft/3)
Flow width (from curb towards crown)= 9.878(Ft.)
2.060(CFS)
2.322(Ft/s)
Process from Point/Station 23.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
21.000
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.620(Ac.)
Runoff from this stream = 2.726(CFS)
Time of concentration = 12.37 min.
Rainfall intensity = 2.952(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
41.969
2.726
Qmax(l) =
Qmax(2) =
1.000
0.890
1.000
1.000
15.26
12.37
1.000
1.000
0.810
1.000
2.627
2.952
41.969) +
2.726) +
41.969) +
2.726) +
44.395
36.742
Total of 2 streams to confluence:
Flow rates before confluence point:
41.969 2.726
Maximum flow rates at confluence using above data:
44.395 36.742
Area of streams before confluence:
27.300 1.620
Results of confluence:
Total flow rate = 44.395(CFS)
Time of concentration = 15.260 min.
Effective stream area after confluence = 28.920(Ac.)
Process from Point/Station 21.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
33.000
Upstream point/station elevation = 103.800(Ft.)
Downstream point/station elevation = 101.000(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 44.395(CFS;
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 44.395(CFS)
Normal flow depth in pipe = 17.95(In.)
Flow top width inside pipe = 20.84(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.63(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 15.32 min.
Process from Point/Station 33.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
33.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 28.920(Ac.)
Runoff from this stream = 44.395(CFS)
Time of concentration = 15.32 min.
Rainfall intensity = 2.621(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 44.395 15.32 2.621
Qmax(1) =
1.000 * 1.000 *- 44.395} + = 44.395
Total of 1 main streams to confluence:
Flow rates before confluence point:
44.395
Maximum flow rates at confluence using above data:
44.395
Area of streams before confluence:
28.920
Results of confluence:
Total flow rate = 44.395(CFS)
Time of concentration = 15.317 min.
Effective stream area after confluence = 28.920(Ac.)
Process from Point/Station 40.000 to Point/Station 41.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 168.000(Ft.)
Bottom (of initial area) elevation = 160.000(Ft.)
Difference in elevation = 8.000(Ft.)
Slope = 0.02857 s(%)= 2.86
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr} for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.645(CFS)
Total initial stream area = 0.230(Ac.)
Process from Point/Station 41.000 to Point/Station 42.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 160.000(Ft.)
End of street segment elevation = 104.000(Ft.)
Length of street segment = 1100.000(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.965(CFS)
Depth of flow = 0.314(Ft.), Average velocity = 4.934(Ft/s}
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.378(Ft.)
Flow velocity = 4.93(Ft/s)
Travel time = 3.72 min. TC = 13.72 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre}
Rainfall intensity = 2.784(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.589
Subarea runoff = 4.787(CF3} for 3.080(Ac.}
Total runoff = 5.432(CFS} Total area = 3.310(Ac.)
Street flow at end of street = 5.432(CFS}
Half street flow at end of street = 5.432(CFS)
Depth of flow = 0.322(Ft.}, Average velocity = 5.036(Ft/s)
Flow width (from curb towards crown)= 9.757(Ft.)
Process from Point/Station 42.000 to Point/Station 33.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 104.000(Ft.)
Downstream point/station elevation = 101.000(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.432(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 5.432(CFS)
Normal flow depth in pipe = 6.40(In.)
Flow top width inside pipe = 11.97(In.)
Critical Depth = 11.24(In.)
Pipe flow velocity = 12.76(Ft/s}
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 13.77 min.
Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MAIN STREAMS ** * *
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.310(Ac.)
Runoff from this stream = 5.432(CFS)
Time of concentration = 13.77 min.
Rainfall intensity = 2.778(In/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 30.000 to Point/Station 31.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 186.000(Ft.)
Bottom (of initial area) elevation = 0.000(Ft.)
Difference in elevation = 186.000(Ft.)
Slope = 1.24000 s(%)= 124.00
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.602(CFS)
Total initial stream area = 0.320(Ac.)
Process from Point/Station 31.000 to Point/Station 32.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 185.000(Ft.)
End of street segment elevation = 136.500(Ft.)
Length of street segment = 1120.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.050
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 = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.}
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.019(CFS)
Depth of flow = 0.374(Ft.)," Average velocity = 5.945{Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.151(Ft.)
Flow velocity = 5.95(Ft/s)
Travel time = 3.14 min. TC = 13.14 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre}
Rainfall intensity = 2.853(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
{Q=KCIA) is C = 0.570
Subarea runoff = 9.286(CFS) for 5.760(Ac.)
Total runoff = 9.888(CFS) Total area = 6.080(Ac.)
Street flow at end of street = 9.888(CFS)
Half street flow at end of street = 9.888(CFS)
Depth of flow = 0.442(Ft.), Average velocity = 6.701(Ft/s)
Flow width (from curb towards crown)= 7.507(Ft.}
Process from Point/Station 32.000 to Point/Station 33.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 136.500(Ft.)
End of street segment elevation = 101.000(Ft.)
Length of street segment = 680.000(Ft.}
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.}
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.050
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 = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 13.125(CFS)
Depth of flow = 0.474(Ft.), Average velocity = 7.613(Ft/s}
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.350(Ft.)
Flow velocity = 7.61(Ft/s)
Travel time = 1.49 min. TC = 14.63 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 2.687(In/Hr} for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 5.521(CFS} for 3.980(Ac.)
Total runoff = 15.409(CFS) Total area = 10.060(Ac.)
Street flow at end of street = 15.409(CF3)
Half street flow at end of street = 15.409(CFS)
Depth of flow = 0.516(Ft.), Average velocity = 7.231(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.81(Ft.}
Flow width (from curb towards crown}= 10.477(Ft.)
Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 10.060(Ac.)
Runoff from this stream = 15.409(CFS)
Time of concentration = 14.63 min.
Rainfall intensity = 2.687(In/Hr)
Summary of stream data:
stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
3
Qmax(l)
44.395
5.432
15.409
Qmax(2) =
Qmax(3) =
15.32
13.77
14 . 63
2.621
2.778
2.687
1. 000 * 1.000
•*
44 395} +
0. 944 * 1.000 * 5 432} +
0. 976 * 1.000
•*
15 409} + = 64 553
1. 000 * 0.899 * 44 395) +
1. 000 * 1.000 * 5 432) +
1 000 * 0.941 * 15 409) + = 59 838
1 000 * 0.955 * 44 395) •1-
0 967 * 1.000 * 5 432) +
1 000 * 1.000 * 15 409) + = 63 062
Total of 3 main streams to confluence:
Flow rates before confluence point:
44.395 5.432 15.409
Maximum flow rates at confluence using above data:
64.553 59.838 63.062
Area of streams before confluence:
28.920 3.310 10.060
Results of confluence:
Total flow rate = 64.553(CFS)
Time of concentration = 15.317 min.
Effective stream area after confluence = 42.290(Ac,
Process from Point/Station 33.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
34.000
Upstream point/station elevation = 101.000(Ft.}
Downstream point/station elevation = 87.000(Ft.)
Pipe length = 270.00(Ft.} Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 64.553(CFS)
Given pipe size = 24.00 (In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
17.811(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 21.977(Ft.}
Minor friction loss = 9.834(Ft.) K-factor = 1.50
Pipe flow velocity = 20.55(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 15.54 min.
Process from Point/Station
**** CONFLUENCE OF MAIN STREAMS
34.000 to Point/Station *• * * * 34.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 42.290(Ac.}
Runoff from this stream = 64.553(CFS)
Time of concentration = 15.54 min.
Rainfall intensity = 2.602(In/Hr}
Program is now starting with Main Stream No. 2
++++•
Process from Point/Station
**** INITIAL AREA EVALUATION
33.000 to Point/Station 34.000
RESIDENTIAL(5 - 7 dwl/acre)
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 101.000(Ft.)
Bottom (of initial area) elevation = 87.000(Ft.}
Difference in elevation = 14.000(Ft.)
Slope = 0.03500 s(%}= 3.50
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA} is C = 0.570
Subarea runoff = 2.539(CFS)
Total initial stream area = 1.350(Ac.)
++++-
Process from Point/Station
**** CONFLUENCE OF MAIN STREAMS
34.000 to Point/Station * *• * * 34 .000
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.350(Ac.)
Runoff from this stream = 2.539(CFS)
Time of concentration = 10.00 min.
Rainfall intensity = 3.300(In/Hr)
Sinnmary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
64.553
2.539
Qmaxd) =
Qmax(2) =
1.000
0.788
1.000
1.000
15.54
10.00
1.000
1.000
0. 644
1.000
2. 602
3.300
64.553) +
2.539} +
64.553} +
2.539) +
66.555
44.090
Total of 2 main streams to confluence:
Flow rates before confluence point:
64.553 2.539
Maximum flow rates at confluence using above data:
66.555 44.090
Area of streams before confluence:
42.290 1.350
Results of confluence:
Total flow rate = 66.555(CFS)
Time of concentration = 15.53 6 min.
Effective stream area after confluence = 43.640(Ac.}
Process from Point/Station 34.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
34.000
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 43.640(Ac.}
Runoff from this stream = 66.555(CFS}
Time of concentration =
Rainfall intensity =
15.54 min.
2.602(In/Hr)
Process from Point/Station 42.000 to Point/Station
**** INITIAL AREA EVALUATION ****
43.000
RESIDENTIAL(5 - 7 dwl/acre)
Initial subarea data:
Equations shown use english units, converted if necessary to (Si;
Initial area flow distance = 300.000(Ft.)
Top (of initial area} elevation = 101.000(Ft.}
Bottom (of initial area) elevation = 86.000(Ft.)
Difference in elevation = 15.000(Ft.)
Slope = 0.05000 s(%)= 5.00
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 3.300(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 1.524(CFS)
Total initial stream area = 0.810(Ac.}
Process from Point/Station 43.000 to Point/Station 34.000
*•*** PIPEFLOW TRAVEL TIME (User specified size} ****
Upstream point/station elevation = 86.000(Ft.)
Downstream point/station elevation = 80.000(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.524(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 1.524(CFS)
Normal flow depth in pipe = 2.55(In.)
•Flow top width inside pipe = 14.80(In.)
Critical depth could not be calculated.
Pipe flow velocity = 8.50(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 10.15 min.
Process from Point/Station 34.000 to Point/Station 34.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.810(Ac.) .
Runoff from this stream = 1.524(CFS)
Time of concentration = 10.15 min.
Rainfall intensity = 3.278(In/Hr}
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 66.555
2 1.524
Qmaxd) =
1.000 *
0.794 *
Qmax(2) =
1.000 *
1.000 *
15.54
10.15
1.000 *
1.000 *
0.653 *
1.000 *
2. 602
3.278
66.555) +
1.524) + =
66.555) +
1.524) + =
67.764
44.992
Total of 2 streams to confluence:
Flow rates before confluence point:
66.555 1.524
Maximum flow rates at confluence using above data:
67.764 44.992
Area of streams before confluence:
43.640 0.810
Results of confluence:
Total flow rate = 67.764(CFS)
Time of concentration = 15.536 min.
Effective stream area after confluence = 44.450(Ac.)
Process from Point/Station 34.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
35.000
Upstream point/station elevation = 74.850(Ft.)
Downstream point/station elevation = 70.040(Ft.)
Pipe length = 171.00(Ft.} Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 67.754(CFS;
Given pipe size = 30.00(In.}
Calculated individual pipe flow = 67.764(CFS)
Normal flow depth in pipe = 24.19(In.)
Flow top width inside pipe = 23.71(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.98(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 15.71 rain.
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
35.000 to Point/Station 35.000
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.024(CFS)
therefore the upstream flow rate of Q = 67.764(CFS) is being used
Time of concentration = 15.71 min.
Rainfall intensity = 2.586(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.015
Subarea runoff = O.OOO(CFS) for 0.240(Ac.}
Total runoff = 67.764(CFS) Total area = 44.690(Ac.)
Process from Point/Station 35.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
36.000
Upstream point/station elevation = 69.290(Ft.}
Downstream point/station elevation = 49.000(Ft.)
Pipe length = 294.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 67.764(CFS;
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 67.764(CFS)
Normal flow depth in pipe = 17.25(In.)
Flow top width inside pipe = 29.66(In.)
Critical depth could not be calculated.
Pipe flow velocity = 23.19(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 15.93 min.
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
36.000 to Point/Station 36.000
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.045(CFS)
therefore the upstream flow rate of Q = 67.764(CFS) is being used
Time of concentration = 15.93 min.
Rainfall intensity = 2.567(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.024
Subarea runoff = 0.000(CFS} for 0.450(Ac.}
Total runoff = 67.764(CFS) Total area = 45.140(Ac.)
Process from Point/Station 36.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
37.000
Upstream point/station elevation = 48.250(Ft.)
Downstream point/station elevation = 35.970{Ft.}
Pipe length = 304.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 67.764(CFS;
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 67.764(CFS)
Normal flow depth in pipe = 20.72(In.)
Flow top width inside pipe = 27.73(In.)
Critical depth could not be calculated.
Pipe flow velocity = 18.75(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 16.20 rain.
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
37.000 to Point/Station 37.000
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.064(CFS)
therefore the upstream flow rate of Q = 67.764(CFS) is being used
Time of concentration = 16.20 min.
Rainfall intensity = 2.544(In/Hr} for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA} is C = 0.036
Subarea runoff = O.OOO(CFS) for 0.640(Ac.)
Total runoff = 67.764(CFS) Total area = 45.780(Ac.)
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
51.000 to Point/Station 37.000
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.200(CFS)
therefore the upstream flow rate of Q = 67.764(CFS) is being used
Time of concentration = 16.20 rain.
Rainfall intensity = 2.544(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.071
Subarea runoff = 0.000(CFS) for 2.000 (Ac.)
Total runoff = 67.764(CFS) Total area = 47.780(Ac.)
Process from Point/Station 37.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
38.000
upstream point/station elevation = 35.220(Ft.)
Downstream point/station elevation = 26.280(Ft.)
Pipe length = 476.00(Ft.} Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 67.764(CFS;
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 67.764(CFS)
Normal flow depth in pipe = 23.06(In.)
Flow top width inside pipe = 34.55(In.)
Critical Depth = 31.53(In.)
Pipe flow velocity = 14.16(Ft/s)
Travel time through pipe = 0.56 min.
Time of concentration (TC) = 16.76 min.
Process from Point/Station 38.000 to Point/Station 38.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.149(CFS)
therefore the upstream flow rate of Q = 67.764(CFS) is being used
Time of concentration = 16.76 min.
Rainfall intensity = 2.499(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.098
Subarea runoff = O.OOO(CFS) for 1.490(Ac.}
Total runoff = 67.764(CFS) Total area = 49.270(Ac.)
Process from Point/Station 38.000 to Point/Station 39.000
**** PIPEFLOW TFIAVEL TIME (User specified size) ****
Upstream point/station elevation = 25.930(Ft.)
Downstream point/station elevation = 15.500(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 67.764(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 67.764(CFS)
Normal flow depth in pipe = 12.11(In.)
Flow top width inside pipe = 34.01(In.)
Critical Depth = 31.53(In.)
Pipe flow velocity = 32.47(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 16.79 min.
End of computations, total study area = 49.270 (Ac.)
100-year Hydrology Calculations
calpiolOOc.out
UNIVERSAL RATIONAL METHOD HYDROLOGY PROGRAM
CIVILCADD/CIVILDESIGN Engineering software, (c) 1989- 2005 version 7.1
Rational Hydrology study Date: 10/24/08
NW quadrant storm Drainage Project
Pio Pico Hydrology per Caltans requirements
"calPiolOOc" 10/24/2008
100-year storm event using 10-min TOC for all initial areas
********* Hydrology Study control information **********
Program License Serial Number 6032
Rational hydrology study storm event year is
Number of [time,intensity] data pairs = 16
intensity
100.0
NO. Time
1 5.000
2 6.000
3 7.000
4 8.000
5 9.000
6 10.000
7 11.000
8 12.000
9 13.000
10 14.000
11 15.000
12 16.000
13 17.000
14 18.000
15 19.000
16 20.000
6.310Cln.)
5.700(ln.)
5.240Cln.)
4.870(ln.)
4.560Cin.)
4.310(ln.)
4.090(ln.)
3.900Cln.)
3.730(ln.)
3.580Cln.)
3.450(ln.)
3.330(ln.)
3.220(ln.)
3.120(ln.)
3.030(ln.)
2.940(ln.)
English input units used
English Output units used:
Area = acres. Distance = feet, Flow q = ftA3/s, Pipe diam. = inches
Runoff coefficient method used:
Runoff coefficient 'C value calculated for the
equation Q=KCIA [K=unit constant(l if English units, 1/360 if Si units),
i=rainfall intensity, A=area];
by the following method:
Manual entry of 'C' values
Rational Hydrology Method used:
The modified rational hydrology method is used
where the total area of each stream, area averaged 'C value
using equation ct = (ClAl + C2A2 + ... CnAn)/at
and rainfall intensity for each particular point is used
to determine the runoff flow q at each point.
Stream flow confluence option used:
stream flow confluence method of 2 - 5 streams:
Note: in all cases, if the time of concentration
or TC of all streams are identical, then q = sum of stream flows
variables p=peak; i=intensity; Fm=1oss rate; a=area; l...n flows
q = flow rate, t = time in minutes
Peak flow qp is a function of time, TC:
usual case ql>q2 and tl>t2 then qp = ql + q2*Cil/i2), tp=tl
some cases ql>q2 and tl<t2 then qp = q2 + ql*Ct2/tl), tp=t2
++++^^-+++++++++++++++++++++++^-+++++++++++++^-+++++++++^ page 1
calpiolOOc.out
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
initial subarea data:
Equations shown use english units, converted if necessary to (si)
initial area flow distance = SO.OOOCFt.)
Top (of initial area) elevation = 180.000CFt.)
Bottom (of initial area) elevation = 178.000(Ft.)
Difference in elevation = 2.000(Ft.)
slope = 0.04000 sC%)= 4.00
Manual entry of initial area time of concentration, TC
initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.590(CFS)
Total initial stream area = 0.240(Ac.)
Process from Point/Station 2.000 to Point/Station 3.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of Street segment elevation = 178.000(Ft.)
End of street segment elevation = 134.000CFt.)
Length of street segment = 530.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.010
Slope from grade break to crown (v/hz) = 0.010
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.010
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(ln.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.626(CFS)
Depth of flow = 0.245(Ft.), Average velocity = 4.488(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.798(Ft.)
Flow velocity = 4.49(Ft/s)
Travel time = 1.97 min. TC = 11.97 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.906(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 9.073(CFS) for 4.100(Ac.)
Total runoff = 9.663(CFS) Total area = 4.340(Ac.)
Street flow at end of street = 9.663(CFS)
Half street flow at end of street = 4.831(CFS)
Depth of flow = 0.274(Ft.), Average velocity = 5.062(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 12.500(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++^
Process from Point/Station 3.000 to Point/Station 4.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of Street segment elevation = 134.000(Ft.)
End of street segment elevation = 110.000(Ft.)
Length of street segment = 810.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Page 2
calpiolOOc.out
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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(ln.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 18.736(CFS)
Depth of flow = 0.479(Ft.), Average velocity = 5.917(Ft/s)
Note: depth of flow exceeds top of street crown,
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.000(Ft.)
Flow velocity = 5.92(Ft/s)
Travel time = 2.28 min. TC = 14.25 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.548(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
subarea runoff = 15.593(CFS) for 8.150(Ac.)
Total runoff = 25.256(CFS) Total area = 12.490(Ac.)
Street flow at end of street = 25.256(CFS)
Half street flow at end of street = 25.256(CFS)
Depth of flow = 0.527(Ft.), Average velocity = 6.489(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 = 1.07(Ft.)
Flow width (from curb towards crown)= 15.000(Ft.)
Process from Point/Station 3.000 to Point/station 4.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main stream is listed:
In Main Stream number: 1
Stream flow area = 12.490(Ac.)
Runoff from this stream = 25.256(CFS)
Time of concentration = 14.25 min.
Rainfall intensity = 3.548(ln/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 5.000 to Point/Station 6.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 70.000(Ft.)
Top (of initial area) elevation = 134.000(Ft.)
Bottom (of initial area) elevation = 132.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.02857 s(%)= 2.86
Manual entry of initial area time of concentration, TC
initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
subarea runoff = 0.112(CFS)
Total initial stream area = 0.030(AC.)
+^•+++++++^^•+++++^-H-+++^-+++++++++^-+++++++++++++++++^-^-^-+
process from Point/Station 6.000 to Point/Station 7.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 132.000(Ft.)
Page 3
calpiolOOc.out
End of street segment elevation = 110.000(Ft.)
Length of street segment = 850.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(ln.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.144(CFS)
Depth of flow = 0.106(Ft.), Average velocity = 2.129(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.000(Ft.)
Flow velocity = 2.13(Ft/s)
Travel time = 6.65 min. TC = 16.65 min.
Adding area flow to street
COMMERCIAL subarea type
Rainfall intensity = 3.258(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870
Subarea runoff = 1.560(CFS) for 0.560(Ac.)
Total runoff = 1.672(CFS) Total area = 0.590(Ac.)
Street flow at end of street = 1.672(CFS)
Half street flow at end of street = 1.672(CFS)
Depth of flow = 0.258(Ft.), Average velocity = 2.999(Ft/s)
Flow width (from curb towards crown)= 6.565(Ft.)
Process from Point/station 7.000 to Point/station 4.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main stream is listed:
In Main Stream number: 2
Stream flow area = 0.590(Ac.)
Runoff from this stream = 1.672(CFS)
Time of concentration = 16.65 min.
Rainfall intensity = 3.258(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall intensity
No. (CFS) (mi n) (in/H r)
1 25.256 14.25 3.548
2 1.672 16.65 3.258
Qmax(l) =
Qmax(2) =
1.000 * 1.000 * 25.256) +
1.000 * 0.856 * 1.672) + = 26.687
0.918 * 1.000 * 25.256) +
1.000 * 1.000 * 1.672) + = 24.869
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.256 1.672
Maximum flow rates at confluence using above data:
26.687 24.869
Area of streams before confluence:
12.490 0.590
Results of confluence:
Total flow rate = 26.687(CFS)
Page 4
calpiolOOc.out
Time of concentration = 14.249 min.
Effective stream area after confluence = 13.080(AC.)
+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 4.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 110.000(Ft.) Downstream point/station elevation = 109.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.687(CFS) Nearest computed pipe diameter = 24.00(ln.) Calculated individual pipe flow = 26.687(CFS) Normal flow depth in pipe = 16.76(ln.) Flow top width inside pipe = 22.03(In.) Critical Depth = 21.62(ln.) Pipe flow velocity = 11.40(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 14.32 min.
+++++++++++++++++++++++++++++++++++4-+++++++++++++++++++++^
Process from Point/Station 4.000 to Point/Station 20.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
in Main stream number: 1
Stream flow area = 13.080(Ac.)
Runoff from this stream = 26.687(CFS)
Time of concentration = 14.32 min.
Rainfall intensity = 3.538(ln/Hr)
Program is now starting with Main stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++^
Process from Point/Station 8.000 to Point/Station 9.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
initial subarea data:
Equations shown use english units, converted if necessary to (Si)
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 182.000(Ft.)
Bottom (of initial area) elevation = 180.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.01333 s(%)= 1.33
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.570
Subarea runoff = 0.762(CFS)
Total initial stream area = 0.310(Ac.)
++++++++++++++++++++++++++-H^+++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of Street segment elevation = 180.000(Ft.)
End of street segment elevation = 144.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Page 5
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Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(ln.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 7.603(CFS)
Depth of flow = 0.349(Ft.), Average velocity = 5.587(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.109(Ft.)
Flow velocity = 5.59(Ft/s)
Travel time = 1.97 min. TC = 11.97 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.906(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 12.330(CFS) for 5.570(Ac.)
Total runoff = 13.091(CFS) Total area = 5.880(AC.)
Street flow at end of street = 13.091(CFS)
Half street flow at end of street = 13.091(CFS)
Depth of flow = 0.405(Ft.), Average velocity = 6.353(Ft/s)
Flow width (from curb towards crown)= 13.906(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of Street segment elevation = 144.000(Ft.)
End of street segment elevation = 112.000(Ft.)
Length of street segment = 550.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to qrade 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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(in.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 17.956(CFS)
Depth of flow = 0.436(Ft.), Average velocity = 7.131(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.000(Ft.)
Flow velocity = 7.13(Ft/s)
Travel time = 1.29 min. TC = 13.25 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.692(in/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 8.479(CFS) for 4.370(Ac.)
Total runoff = 21.570(CFS) Total area = 10.250(Ac.)
Street flow at end of street = 21.570(CFS)
Half street flow at end of street = 21.570(CFS)
Depth of flow = 0.456(Ft.), Average velocity = 7.670(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 15.000(Ft.)
Process from Point/Station 11,000 to Point/Station 12.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Page 6
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Stream flow area = 10.250(Ac.)
Runoff from this stream = 21.570(CFS)
Time of concentration = 13.25 min.
Rainfall intensity = 3.692(ln/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
Initial subarea data:
Equations shown use english units, converted if necessary to (si)
Initial area flow distance = 170.000(Ft.)
Top (of initial area) elevation = 182.000(Ft.)
Bottom (of initial area) elevation = 180.000(Ft.)
Difference in elevation = 2.000(Ft.)
slope = 0.01176 s(%)= 1.18
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.712(CFS)
Total initial stream area = 0.290(Ac.)
Process from Point/Station 14.000 to Point/Station 12.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 180.000(Ft.)
End of street segment elevation = 111.000(Ft.)
Length of street segment = 1030.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(ln.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.233(CFS)
Depth of flow = 0.307(Ft.), Average velocity = 5.554(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.031(Ft.)
Flow velocity = 5.55(Ft/s)
Travel time = 3.09 min. TC = 13.09 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.716(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 7.697(CFS) for 3.680(Ac.)
Total runoff = 8.410(CFS) Total area = 3.970(Ac.)
Street flow at end of street = 8.410(CFS)
Half street flow at end of street = 8.410(CFS)
Depth of flow = 0.349(Ft.), Average velocity = 6.189(Ft/s)
Flow width (from curb towards crown;= 11.100(Ft.)
Process from Point/Station 14.000 to Point/Station 12.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main stream number: 2 in normal stream number 2
Page 7
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Stream flow area = 3.970(Ac.)
Runoff from this stream = 8.410(CFS)
Time of concentration = 13.09 min.
Rainfall intensity = 3.716(In/Hr)
summary of stream data:
Stream
NO.
Flow rate
(CFS)
TC
(min)
Rainfall intensity
(in/Hr)
1
2
Qmax(l)
21.570
8.410
13.25
13.09
3.692
3.716
Qmax(2) =
1.000
0.993
1.000
1.000
1.000
1.000
0.988
1.000
21.570) +
8.410) +
21.570) +
8.410) +
29.924
29.714
Total of 2 streams to confluence:
Flow rates before confluence point:
21.570 8.410
Maximum flow rates at confluence using above data:
29.924 29.714
Area of streams before confluence:
10.250 3.970
Results of confluence:
Total flow rate = 29.924(CFS)
Time of concentration = 13.254 min.
Effective stream area after confluence = 14.220(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 12.000 to Point/Station 20.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main stream is listed:
in Main stream number: 2
stream flow area = 14.220(Ac.)
Runoff from this stream = 29.924(CFS)
Time of concentration = 13.25 min.
Rainfall intensity = 3.692(ln/Hr)
Summary of stream data:
Stream
NO.
Flow rate
(CFS)
TC
(mi n)
Rainfall intensity
(in/Hr)
1
2
Qmax(l)
26.687
29.924
Qmax(2) =
1.000
0.958
1.000
1.000
14.32
13.25
1.000
1.000
0.925
1.000
3.538 3.692
26.687) +
29.924) +
26.687) +
29.924) +
55.365
54.621
Total of 2 main streams to confluence:
Flow rates before confluence point:
26.687 29.924
Maximum flow rates at confluence using above data:
55.365 54.621
Area of streams before confluence:
13.080 14.220
Results of confluence:
Total flow rate = 55.365(CFS)
Time of concentration = 14.323 min.
Effective stream area after confluence =
Page 8
27.300(Ac.)
I
I calpiolOOc.out
Process from Point/station 20.000 to Point/Station 21.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 109.000(Ft.)
Downstream point/station elevation = 106.000(Ft.)
Pipe length = 330.00(Ft.) Manning's N = 0.013
NO. of pipes = 1 Required pipe flow = 55.365(CFS)
Nearest computed pipe diameter = 36.00(in.)
calculated individual pipe flow = 55.365(CPS)
Normal flow depth in pipe = 25.97(in.)
Flow top width inside pipe = 32.28(ln.)
critical Depth = 28.97(in.)
Pipe flow velocity = 10.13(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 14.87 min.
+++++++++++++++++++++++++++++++++++++++4H-+++++++++++++++
Process from Point/station 20.000 to Point/station 21.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main stream number: 1 in normal stream number 1
Stream flow area = 27.300(Ac.)
Runoff from this stream = 55.365(CFS)
Time of concentration = 14.87 min.
Rainfall intensity = 3.468(ln/Hr)
++++++++++++++++H-H-+++++++++++++++++++++++++++++^
Process from Point/Station 22.000 to Point/Station 23.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
initial subarea data:
Equations shown use english units, converted if necessary to (SI)
Initial area flow distance = 140.000(Ft.)
Top (of initial area) elevation = 113.000(Ft.)
Bottom (of initial area) elevation = 110.000(Ft.)
Difference in elevation = 3.000(Ft.)
slope = 0.02143 s(%)= 2.14
Manual entry of initial area time of concentration, TC
initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 1.400(CFS)
Total initial stream area = 0.570(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 23.000 to Point/station 21.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of Street segment elevation = 110.000(Ft.)
End of Street segment elevation = 106.000(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 0.500(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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(in.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Page 9
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Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.690(CFS)
Depth of flow = 0.323(Ft.), Average velocity = 2.465(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.820(Ft.)
Flow velocity = 2.47(Ft/s)
Travel time = 2.23 min. TC = 12.23 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.861(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
subarea runoff = 2.165(CFS) for 1.050(Ac.)
Total runoff = 3.565(CFS) Total area = 1.620(Ac.)
Street flow at end of street = 3.565(CFS)
Half street flow at end of street = 3.565(CFS)
Depth of flow = 0.348(Ft.), Average velocity = 2.631(Ft/s)
Flow width (from curb towards crown)= 11.084(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 23.000 to Point/Station 21.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main stream number: 1 in normal stream number 2
Stream flow area = 1.620(Ac.)
Runoff from this stream = 3.565(CFS)
Time of concentration = 12.23 min.
Rainfall intensity = 3.861(in/Hr)
Summary of stream data:
Stream
NO.
Flow rate
(CFS)
TC
(mi n)
Rai nfal1 Intensi ty
(in/Hr)
1
2
Qmax(l)
55.365
3.565
Qmax(2) =
1.000
0.898
1.000
1.000
14.87
12.23
1.000
1.000
0.823
1.000
3.468
3.861
55.365) +
3.565) +
55.365) +
3.565) +
58.567
49.118
Total of 2 streams to confluence:
Flow rates before confluence point:
55.365 3.565
Maximum flow rates at confluence using above data:
58.567 49.118
Area of streams before confluence:
27.300 1.620
Results of confluence:
Total flow rate = 58.567(CFS)
Time of concentration = 14.865 min.
Effective stream area after confluence = 28.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++4-f+++++++++
Process from Point/Station 21.000 to Point/Station 33.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
upstream point/station elevation = 103.800(Ft.)
Downstream point/station elevation = 101.000(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
NO. of pipes = 1 Required pipe flow = 58.567(CFS)
Given pipe size = 24.00(ln.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
9.315(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 4.020(Ft.)
Page 10
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Minor friction loss = 8.095(Ft.) K-factor = 1.50
Pipe flow velocity = 18.64(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 14.92 min.
++++++++++++++++++++++++++++++++++++++++++++++HH-++++++
Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main stream is listed:
in Main Stream number: 1
Stream flow area = 28.920(Ac.)
Runoff from this stream = 58.567(CFS)
Time of concentration = 14.92 min.
Rainfall intensity = 3.461(in/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall intensity
NO. (CFS) (min) (in/Hr)
1 58.567 14.92 3.461
Qmax(l) =
1.000 * 1.000 * 58.567) + = 58.567
Total of 1 main streams to confluence:
Flow rates before confluence point:
58.567
Maximum flow rates at confluence using above data:
58.567
Area of streams before confluence:
28.920
Results of confluence:
Total flow rate = 58.567(CFS)
Time of concentration = 14.919 min.
Effective stream area after confluence = 28.920(Ac.)
Process from Point/Station 40.000 to Point/Station 41.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
initial subarea data:
Equations shown use english units, converted if necessary to (SI)
initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 168.000(Ft.)
Bottom (of initial area) elevation = 160.000(Ft.)
Difference in elevation = 8.000(Ft.)
Slope = 0.02857 s(%)= 2.86
Manual entry of initial area time of concentration, TC
initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(in/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
subarea runoff = 0.843(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 41.000 to Point/Station 42.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 160.000(Ft.)
End of street segment elevation = 104.000(Ft.)
Length of street segment = 1100.000(Ft.)
1.:
.)
Lengtn or street segment = ±iuu.uuu(.i-i:.j
Height of curb above gutter flowline = 6.0(ln.)
width of half street (curb to crown) = 22.000(Ft.
Page 11
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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) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(ln.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.484(CFS)
Depth of flow = 0.337(Ft.), Average velocity = 5.244(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.535(Ft.)
Flow velocity = 5.24(Ft/s)
Travel time = 3.50 min. TC = 13.50 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.656(in/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.589
subarea runoff = 6.290(CFS) for 3.080(Ac.)
Total runoff = 7.132(CFS) Total area = 3.310(Ac.)
Street flow at end of street = 7.132(CFS)
Half street flow at end of street = 7.132(CFS)
Depth of flow = 0.346(Ft.), Average velocity = 5.361(Ft/s)
Flow width (from curb towards crown)= 10.971(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 42.000 to Point/Station 33.000
**** PIPEFLOW TRAVEL TIME (User Specified size) ****
Upstream point/station elevation = 104.000(Ft.)
Downstream point/station elevation = 101.000(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.132(CFS)
Given pipe size = 12.00(ln.)
calculated individual pipe flow = 7.132(CFS)
Normal flow depth in pipe = 7.62(in.)
Flow top width inside pipe = 11.56(ln.)
critical depth could not be calculated.
Pipe flow velocity = 13.56(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 13.55 min.
++++++++++++++++++++++++++++++++++++++-H-++++++++++++++4^-+++
Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main stream is listed:
In Main Stream number: 2
Stream flow area = 3.310(Ac.)
Runoff from this stream = 7.132(CFS)
Time of concentration = 13.55 min.
Rainfall intensity = 3.648(ln/Hr)
Program is now starting with Main stream NO. 3
+++++++HH-++++++++++++++++++++++++++++++++++++HHH-+++++
Process from Point/station 30.000 to Point/station 31.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
initial subarea data:
Equations shown use english units, converted if necessary to (Sl)
initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 186.000(Ft.)
Page 12
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Bottom (of initial area) elevation = 0.000(Ft.)
Difference in elevation = 186.000(Ft.)
Slope = 1.24000 s(9£)= 124.00
Manual entry of initial area time of concentration, TC
initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
subarea runoff = 0.786(CFS)
Total initial stream area = 0.320(Ac.)
Process from Point/Station 31.000 to Point/Station 32.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 185.000(Ft.)
End of street segment elevation = 136.500(Ft.)
Length of street segment = 1120.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 12.000CFt.)
slope from gutter to grade break (v/hz) = 0.050
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 = 2.000(Ft.)
Gutter hike from flowline = 2.000(in.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 7.861(CFS)
Depth of flow = 0.409(Ft.), Average velocity = 6.339(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.851(Ft.)
Flow velocity = 6.34(Ft/s)
Travel time = 2.94 min. TC = 12.94 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.739(in/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 12.173(CFS) for 5.760(Ac.)
Total runoff = 12.959(CFS) Total area = 6.080(AC.)
Street flow at end of street = 12.959(CFS)
Half street flow at end of street = 12.959(CFS)
Depth of flow = 0.492(Ft.), Average velocity = 6.883(Ft/s)
Flow width (from curb towards crown)= 9.252(Ft.)
Process from Point/station 32.000 to Point/Station 33.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of Street segment elevation = 136.500(Ft.)
End of street segment elevation = 101.000(Ft.)
Length of street segment = 680.000(Ft.)
Height of curb above gutter flowline = ' 6.0(in.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break Cv/hz) = 0.050
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 = 2.000(Ft.)
Gutter hike from flowline = 2.000(in.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Page 13
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Estimated mean flow rate at midpoint of street = 17.201(CFS)
Depth of flow = 0.543(Ft.), Average velocity = 6.959(Ft/s)
warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 2.16(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.826(Ft.)
Flow velocity = 6.96(Ft/s)
Travel time = 1.63 min. TC = 14.57 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Rainfall intensity = 3.505(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570
Subarea runoff = 7.142(CFS) for 3.980(Ac.)
Total runoff = 20.101(CFS) Total area = 10.060(AC.)
Street flow at end of street = 20.101(CFS)
Half street flow at end of street = 20.101(CFS)
Depth of flow = 0.572(Ft.), Average velocity = 6.885(Ft/s)
warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 3.61(Ft.)
Flow width (from curb towards crown)= 13.276(Ft.)
Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
in Main stream number: 3
Stream flow area = 10.060(Ac.)
Runoff from this stream = 20.101(CFS)
Time of concentration = 14.57 min.
Rainfall intensity = 3.505(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall intensity
NO. (CFS) (min) (in/Hr)
1 1 58.567 14.92 3.461
1 2 7.132 13.55 3.648
• 3 20.101 14.57 3.505
Qmax(l) =
Qmax(2) =
Qmax(3) =
1.000 * 1.000 * 58.567) +
0.949 * 1.000 * 7.132) +
0.987 * 1.000 * 20.101) + = 85.176
1.000 * 0.908 * 58.567) +
1.000 * 1.000 * 7.132) + 1.000 * 0.929 * 20.101) + = 78.989
1.000 * 0.977 * 58.567) +
0.961 * 1.000 * 7.132) +
1.000 * 1.000 * 20.101) + = 84.165
Total of 3 main streams to confluence:
Flow rates before confluence point:
58.567 7.132 20.101
Maximum flow rates at confluence using above data:
85.176 78.989 84.165
Area of streams before confluence:
28.920 3.310 10.060
Results of confluence:
Total flow rate = 85.176(CFS)
Time of concentration = 14.919 min.
Effective stream area after confluence = 42.290(AC.)
Page 14
calpiolOOc.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 34.000
**** PIPEFLOW TRAVEL TIME (user specified size) ****
upstream point/station elevation = 101.000(Ft.)
Downstream point/station elevation = 87.000(Ft.)
Pipe length = 270.00(Ft.) Manning's N = 0.013
NO. of pipes = 1 Required pipe flow = 85.176(CFS)
Given pipe size = 24.00(ln.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
41.384(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 38.263(Ft.)
Minor friction loss = 17.121(Ft.) K-factor = 1.50
critical depth could not be calculated.
Pipe flow velocity = 27.11(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 15.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++^
Process from Point/Station 34.000 to Point/Station 34.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
in Main Stream number: 1
Stream flow area = 42.290(AC.)
Runoff from this stream = 85.176(CFS)
Time of concentration = 15.08 min.
Rainfall intensity = 3.440(ln/Hr)
Program is now starting with Main Stream No. 2
4-+++++++++++++++++++++++++++++++++++++++++++++++++++++++^
Process from Point/Station 33.000 to Point/Station 34.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
initial subarea data:
Equations shown use english units, converted if necessary to (si)
initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 101.000(Ft.)
Bottom (of initial area) elevation = 87.000(Ft.)
Difference in elevation = 14.000(Ft.)
Slope = 0.03500 s(%)= 3.50
Manual entry of initial area time of concentration, TC
initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
subarea runoff = 3.317(CFS)
Total initial stream area = 1.350(Ac.)
Process from Point/Station 34.000 to Point/Station 34.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.350(Ac.)
Runoff from this stream = 3.317(CFS)
Time of concentration = 10.00 min.
Rainfall intensity = 4.310(ln/Hr)
summary of stream data:
Stream Flow rate TC Rainfall intensity
NO. (CFS) (min) (in/Hr)
1 85.176 15.08 3.440
Page 15
calpiolOOc.out
2 3.317 10.00 4.310 Qmax(l) =
Qmax(2) =
1.000 * 1.000 * 85.176) +
0.798 * 1.000 * 3.317) + = 87.823
1.000 * 0.663 * 85.176) +
1.000 * 1.000 * 3.317) + = 59.781
Total of 2 main streams to confluence:
Flow rates before confluence point:
85.176 3.317
Maximum flow rates at confluence using above data:
87.823 59.781
Area of streams before confluence:
42.290 1.350
Results of confluence:
Total flow rate = 87.823(CFS)
Time of concentration = 15.085 min.
Effective stream area after confluence = 43.640(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station 34.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 43.640(Ac.)
Runoff from this stream = 87.823(CFS)
Time of concentration = 15.08 min.
Rainfall intensity = 3.440(in/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 42.000 to Point/Station 43.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
initial subarea data:
Equations shown use english units, converted if necessary to (si)
initial area flow distance = 300.000(Ft.)
Top (of initial area) elevation = 101,000(Ft.)
Bottom (of initial area) elevation = 86.000(Ft.)
Difference in elevation = 15.000(Ft.)
slope = 0.05000 s(%)= 5.00
Manual entry of initial area time of concentration, TC
Initial area time of concentration = 10.000 min.
Rainfall intensity = 4.310(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
subarea runoff = 1.990(CFS)
Total initial stream area = 0.810(Ac.)
Process from Point/station 43.000 to Point/Station 34.000
**** PIPEFLOW TRAVEL TIME (user specified size) ****
upstream point/station elevation = 86.000(Ft.)
Downstream point/station elevation = 80.000(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.990(CFS)
Given pipe size = 24.00(ln.)
calculated individual pipe flow = 1.990(CFS)
Normal flow depth in pipe = 2.90(in.)
Flow top width inside pipe = 15.65(in.)
critical depth could not be calculated.
Pipe flow velocity = 9.21(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 10.14 min.
Page 16
I
I calpiolOOc.out
process from Point/Station 34.000 to Point/Station 34.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.810(Ac.)
Runoff from this stream = 1.990(CFS)
Time of concentration = 10.14 min.
Rainfall intensity = 4.280(in/Hr)
Summary of stream data:
Stream
NO.
Flow rate
(CFS)
TC
(min)
Rai nfal1 Intensi ty
(in/Hr)
1
2
Qmax(l)
87.823
1.990
15.08
10.14
3.440
4.280
Qmax(2) =
1.000
0.804
1.000
1.000
1.000
1.000
0.672
1.000
87.823) +
1.990) +
87.823) +
1.990) +
89.422
60.999
Total of 2 streams to confluence:
Flow rates before confluence point:
87.823 1.990 Maximum flow rates at confluence using above data: 89.422 60.999 Area of streams before confluence:
43.640 0.810
Results of confluence:
Total flow rate = 89.422(CFS)
Time of concentration = 15.085 min.
Effective stream area after confluence = 44.450(AC.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 34.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
upstream point/station elevation = 74.850(Ft.) Downstream point/station elevation = 70.040(Ft.) Pipe length = 171.00(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 89.422(CFS) Given pipe size = 30.00(ln.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
11.044(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 8.125(Ft.)
Minor friction loss = 7.730(Ft.) K-factor = 1.50
critical depth could not be calculated.
Pipe flow velocity = 18.22(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 15.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 35.000 to Point/Station 35.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.024(CFS)
therefore the upstream flow rate of Q = 89.422(CFS) is being used
Time of concentration = 15.24 min.
Rainfall intensity = 3.421(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
Page 17
I
I
I
I
I
I
I
I
I
I
calpiolOOc.out
(Q=KCIA) is C = 0.015
Subarea runoff = O.OOO(CFS) for 0.240(Ac.)
Total runoff = 89.422(CFS) Total area = 44.690(AC.)
Process from Point/Station 35.000 to Point/Station 36.000
**** PIPEFLOW TRAVEL TIME (user Specified size) ****
upstream point/station elevation = 69.290(Ft.)
Downstream point/station elevation = 49.000(Ft.)
Pipe length = 294.00(Ft.) Manning's N = 0.013
NO. of pipes = 1 Required pipe flow = 89.422(CFS)
Given pipe size = 30.00(ln.)
calculated individual pipe flow = 89.422(CFS)
Normal flow depth in pipe = 20.86(ln.)
Flow top width inside pipe = 27.62(ln.)
critical depth could not be calculated.
Pipe flow velocity = 24.54(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 15.44 min.
Process from Point/Station 36.000 to Point/Station 36.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.045(CFS)
therefore the upstream flow rate of Q = 89.422(CFS) is being used
Time of concentration = 15.44 min.
Rainfall intensity = 3.397(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.024
Subarea runoff = O.OOO(CFS) for 0.450(AC.)
Total runoff = 89.422(CFS) Total area = 45.140(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 36.000 to Point/station 37.000
**** PIPEFLOW TRAVEL TIME (user specified size) ****
Upstream point/station elevation = 48.250(Ft.)
Downstream point/station elevation = 35.970(Ft.)
Pipe length = 304.00(Ft.) Manning's N = 0.013
NO. of pipes = 1 Required pipe flow = 89.422(CFS)
Given pipe size = 30.00(in.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
9.894(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 14.444(Ft.)
Minor friction loss = 7.730(Ft.) K-factor = 1.50
critical depth could not be calculated.
Pipe flow velocity = 18.22(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 15.72 min.
Process from Point/station 37.000 to Point/station 37.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.064(CFS)
therefore the upstream flow rate of Q = 89.422(CFS) is being used
Time of concentration = 15.72 min.
Rainfall intensity = 3.364(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
Page 18
calpiolOOc.out
(Q=KCIA) is C = 0.036
Subarea runoff = O.OOO(CFS) for 0.640(Ac.)
Total runoff = 89.422(CFS) Total area = 45.780(Ac.)
Process from Point/station 51.000 to Point/station 37.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.200(CFS)
therefore the upstream flow rate of Q = 89.422(CFS) is being used
Time of concentration = 15.72 min.
Rainfall intensity = 3.364(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.071
subarea runoff = O.OOO(CFS) for 2.000(Ac.)
Total runoff = 89.422(CFS) Total area = 47.780(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++
process from Point/station 37.000 to Point/Station 38.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
upstream point/station elevation = 35.220(Ft.)
Downstream point/station elevation = 26.280(Ft.)
Pipe length = 476.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 89.422(CFS)
Given pipe size = 36.00(ln.)
Calculated individual pipe flow = 89.422(CFS)
Normal flow depth in pipe = 28.83(In.)
Flow top width inside pipe = 28.76(ln.)
critical Depth = 34.10(in.)
Pipe flow velocity = 14.74(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 16.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 38.000 to Point/Station 38.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
The area added to the existing stream causes a
a lower flow rate of Q = 0.149(CFS)
therefore the upstream flow rate of Q = 89.422(CFS) is being used
Time of concentration = 16.26 min.
Rainfall intensity = 3.302(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.098
Subarea runoff = O.OOO(CFS) for 1.490(Ac.)
Total runoff = 89.422(CFS) Total area = 49.270(Ac.)
+++4-+++++++++++++++++++++++++++++++++++++++++^
Process from Point/Station 38.000 to Point/Station 39.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 25.930(Ft.)
Downstream point/station elevation = 15.500(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 89.422(CFS)
Given pipe size = 36.00(ln.)
Calculated individual pipe flow = 89.422(CFS)
Normal flow depth in pipe = 14.04(in.)
Flow top width inside pipe = 35.12(ln.)
critical Depth = 34.10(ln.)
Pipe flow velocity = 35.05(Ft/s)
Travel time through pipe = 0.03 min.
Page 19
calpiolOOc.out
Time of concentration (TC) = 16.29 min.
End of computations, total study area = 49.270 (AC.)
Page 20
Nomographs
r.
I. .
L
CHART I-I03.6C
CITY OF SAN OlEGO • DESIGN GUICE
j NCMOGnA.Vl-CAPAClTY .CURE
I INLET AT
I SHT. NO.
I
60'R/W
TYPICAL SECTION
s s a 10 15 20 2S 30 4 0 50 6 0 8 0 ISO ISO ZOO 300 400 500 600 BOO 1000
300 400 500 600 eoo 1000
DISCHARGE-CP S.
(TOT^L FLOW IN STREET)
RCFC a WCD
HYDROLOGY MAJNUA^ E
RIVERSIDE COUNTY FLOOD CONTROL
AND
WATER CONSERVATION DISTRICT
E
VELOCITY DISCHARGE CURVES
COUNTY STANDARD No. 104
40' ROADWAY 6" 8 8" CURBS
E
°- jea.^. •HEVT Ha.
E Cl... c..«. J^fy/ 7/ EM NO
PLATt D-7.5
100-year Hydraulic Calculations
Tl
T2
T3
so
R
3X
R
3X
R
JX
R
DX
R
WE
SH
CD
CD
CD
CD
CD
Q
Pio PICO storm Drain
PiOOPramp.wsw
Filename: Las Flores
1000.000 1060.000 1064.000
1540.000 1544.000
1848.000 1852.000
2146.000 2150.000
2321.000 2321.000 2321.000
PioOnRamp.wsw
Freevyay Ramp to
15.500
25.930
26.280
35.220
35.970
48.250 49.000
69.290
70.040
74.850
74.850
74.850
.000
.000
.000 .000
.000
80.42
100-year flow from the
the outlet of the existint
18.!
I pipe system
00
.013 .000 .000 0
4 .013 2.000 -90.0
.013 -9.091 .000 0
3 .013
.013 3 000 35.630 -90.0
.000 .000 0
4 .013
.013 2 000 -90.0
.000 .000 0
4 .013
.013
.500
2 000
102.000
-90.0
.000 85.000 0
3.000 000 .000 .000 .00
2.500 000 .000 .000 .00
2.000 000 .000 .000 .00
1.500 000 .000 .000 .00
1.000 000 .000 .000 .00
.000 OUTLET J
.0
Page 1
D FILE: pioonramp.wsw pioonramp.OUT
w s P G w - CIVILDESIGN Version 14.06
Program Package Serial Number: 1773
WATER SURFACE PROFILE LISTING
Pio Pico storm Drain
Filename: PioOnRamp.wsw 100-year flow from the
Las Flores Freeway Ramp to the outlet of the existing pipe system
Date:10-24-2008 Time:
Station
L/Elt I em *********
1000.000
Invert
Elev
ch Slope
*********
15.500
Depth
(FT)
********
water
Elev
*********
1.416 16.916
Q
(CFS)
*********
vel
(FPS)
Vel
Head
*******
6.797
1006.797
9.574
1016.371
7.890
1024.261
6.602
1030.864
5.586
1036.450
4.764
1041.214
4.082
1045.295
3.507
1048.803
.1738
16.682
.1738
18.346
.1738
19.717
.1738
20.865
.1738
21.836
.1738
22.664
.1738
23.374
.1738
23.984
89.42 27.24
1.448
1.503
1.561
1.621
1.685
1.752
1.823
1.899
3.013 .1738
• FILE: pioonramp.wsw
18.129
19.849
21.278
22.486
23.521
24.416
25.197
25.882
89.42
89.42
89.42
89.42
89.42
89.42
89.42
89.42
26.47
25.24
24.06
22.94
21.88
20.86
19.89
18.96
SF Ave
*******
11.52
Energy
Grd.El.
HF
*********
28.44
Super
Elev
SE Dpth
*******
.00
critical
Depth
Froude N
********
2.84
.0844
10.88
,0763
9.89
.0672
8.99
.0592
8.17
.0522
7.43
.0461
6.76
.0408
6.14
.0361
5.58
.57
29.01
.73
29.74
.53
30.27
.39
30.66
.29
30.95
.22
31.17
.17
31.34
.13
31.47
1.42
.00
1.45
.00
1.50
.00
1.56
.00
1.62
.00
1.68
.00
1.75
.00
1.82
.00
4.58
2.84
4.39
2.84
4.09
2.84
3.81
2.84
3.54
2.84
3.29
2.84
3.05
2.84
2.83
2.84
Flow Top
Width
Norm Dp
********
3.00
Height/
Dia. -FT
"N" *******
3.000
Base wtl
or I.D. ZL
x-Fall ZR ******* *****
PAGE 1
2: 4:49
********
NO wth
Prs/Pip
Type ch
*******
.000
1.17
3.00
1.17
3.00
1.17
3.00
1.17
2.99
1.17
2.98
1.17
2.96
1.17
2.93
1.17
2.89
.0320 .10 1.90 2.62 1.17
w s P G w - CIVILDESIGN Version 14.06
Program Package serial Number: 1773
WATER SURFACE PROFILE LISTING
Pio Pico Storm Drain
Filename: PioOnRamp.wsw 100-year flow from the
Las Flores Freeway Ramp to the outlet of the existing pipe system
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00 .00
1
PIPE
1
PIPE
1
PIPE
1
PIPE
1
PIPE
1
PIPE
1
PIPE
1
PIPE
1
PIPE
PAGE
.0
.0
.0
.0
.0
.0
.0
.0
.0
Date:10-24-2008 Time: 2: 4:49
station
L/Elem *********
invert
El ev
Ch slope
*********
Depth
(FT)
********
water
Elev
*********
Q
(CFS)
*********
vel
(FPS)
vel
Head
SF Ave
******* I *******
Energy
Grd.El.
HF
*********
super
El ev
SE Dpth *******
critical
Depth
Froude N
********
Flow Top
width
Norm Dp ********
Page 1
Height/
Dia.-FT
"N" *******
Base wt
or I.D.
x-Fall
*******
ZL
ZR
*****
********
NO wth
Prs/Pip
Type ch
*******
1051.816
2.584
1054.400
2.203
1056.603
1.858
1058.461
1.539
1060.000
3UNCT STR
1064.000
127.624
1191.624
213.796
1405.419
81.534
1486.953
24.507
.1738
24.956
.1738
25.339
.1738
25.662
.1738
25.930
.0875
26.280
.0188
28.677
.0188
32.692
.0188
34.224
1.979 26.486 89.42 18.08
2.065
2.157
2.258
2.368
2.349
2.348
2.239
2.140
53.047 .0188 Q FILE: pioonramp.wsw
27.021
27.496
27.920
28.298
28.629
31.025
34.931
36.364
pioonramp.OUT
5.08 31.56
89.42
89.42
89.42
89.42
87.42
87.42
87.42
87.42
17.24
16.44
15.67
14.94
14.72
14.73
15.45
16.20
.0285
4.61
.0254
4.19
.0227
3.81
.0204
3.47
.0191
3.37
.0188
3.37
.0198
3.71
.0221
4.08
.07
31.64
.06
31.69
.04
31.73
.03
31.76
.08
32.00
2.40
34.39
4.24
38.64
1.80
40.44
.00
1.98
.00
2.06
.00
2.16
.00
2.26
.00
2.37
.01
2.35
.01
2.35
.01
2.25
.01
2.84
2.42
2.84
2.22
2.84
2.04
2.84
1.86
2.84
1.68
2.83
1.67
2.83
1.68
2.83
1.85
2.83
2.03
2.84
1.17
2.78
1.17
2.70
1.17
2.59
1.17
2.45
2.47
2.35
2.48
2.35
2.61
2.35
2.71
2.35
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
3.000
.013
.000 .00
.00
.000
.00
.000
,00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00 .0247 1.31 2.15
w s P G W - CIVILDESIGN Version 14.06
Program Package serial Number: 1773
WATER SURFACE PROFILE LISTING
Pio Pico Storm Drain
Filename: PioOnRamp.wsw 100-year flow from the
^^^^^^^^^^^ Las Flores Freeway Ramp to the outlet of the existinq oiDe system
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
PAGE 3
Date:10-24-2008 Time: 2: 4:49
Station
L/Elem *********
1540.000
Invert
Elev
ch slope
*********
Depth
(FT)
********
35.220 2.049
Water
Elev
*********
37.269
Q
(CFS)
*********
87.42 17.00
Vel
(FPS)
vel
Head
SF Ave
******* I *******
4.48
Energy
Grd.El.
HF
*********
41.75
Super
El ev
SE Dpth
*******
.00
critical
Depth
Froude N
********
2.83
Flow Top
Width
Norm Dp
********
2.79
Height/jBase wt
Dia.-FT or I.D.
"N" I x-Fall
******* *******
JUtiCT STR .1875 .0251 .10 2.05 2.21 .013 .00 .00 PIPE
1544.000 35.970 2 063 38.033 84 42 19 49 5.90 43.93 .00 2.47 1.90 2.500 .000 .00 1 .0
73.89/ .0404 .0426 3.15 2.06 2.27 2.11 .013 .00 .00 PIPE I
1617.897 38.955 2 026 40.981 84 42 19 81 6.10 47.08 .00 2.47 1.96 2.500 .000 .00 1 .0
99.264 .0404 .0456 4.52 2.03 2.37 2.11 .013 .00 .00 PIPE
1717.161 42.965 1 928 44.893 84 42 20 78 6.71 51.60 .00 2.47 2.10 2.500 .000 .00 1 .0
3.000
ZL
ZR *****
.000 .00
********
NO Wth
Prs/Pip
Type ch
*******
1 .0
Page 2
57.414
1774.575
41.074
1815.649
32.351
1848.000
3UNCT STR
1852.000
113.957
1965.957
.0404
45.284
.0404
46.943
.0404
48.250
.1875
49.000
.0690
56.865
1.840
1.760
1.686
1.652
1.692
73.195 .0690
• FILE: pioonramp.wsw
47.124
48.703
49.936
50.652
58.557
84.42
84.42
84.42
82.42
82.42
21.80
22.86
23.98
23.95
23.30
pioonramp.OUT
.0505
7.38
.0564
8.11
.0632
8.93
.0671
8.90
,0652
8.43
2.90
54.50
2.32
56.82
2.04
58.86
.27
59.56
7.43
66.99
1.93
.00
1.84
.00
1.76
.00
1.69
.00
1.65
.00
2.63
2.47
2.90
2.47
3.17
2.47
3.45
2.47
3.50
2.47
3.34
2.11
2.20
2.11
2.28
2.11
2.34
2.37
1.64
2.34
1.64
.013
2.500
.013
2.500
.013
2.500
.013
2.500
.013
2.500
.013
.00
000
.00
000
.00
000
.00
000
.00
000
.00 .0596 4.36 1.69
w s P G w - CIVILDESIGN Version 14.06
Program Package Serial Number: 1773
WATER SURFACE PROFILE LISTING
Pio Pico Storm Drain
Filename: PioOnRamp.wsw 100-year flow from the
^^.u^..^..^^^^^..^ '-='2 Flores Freeway Ramp to the outlet of the existinq pipe system
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
PAGE A
Date:10-24-2008 Time: 2: 4:49
Station
L/Elem
*********
Invert
El ev
Ch slope
*********
Depth
(FT)
********
water
El ev
*********
Q
(CFS)
*********
Vel
(FPS)
vel
Head
*******
SF Ave *******
Energy
Grd.El.
HF
*********
super
El ev
SE Dpth
*******
Critical
Depth
Froude N
********
2039.152 61.916 1 767 63 683 82.42 22.22 7.66 71.35 .00 2.47 2.28 2.500 .000
38.913 .0690 .0532 2.07 1.77 3.07 1.64 .013 .00
2078.065 64.602 1 848 66 450 82.42 21.18 6.97 73.42 .00 2.47 2.20 2.500 .000
25.552 .0690 .0477 1.22 1.85 2.80 1.64 .013 .00
2103.617 66.365 1 937 68 302 82.42 20.20 6.33 74.64 .00 2.47 2.09 2.500 .000
18.353 .0690 .0430 .79 1.94 2.55 1.64 .013 .00
2121.970 67.632 2 035 69 667 82.42 19.26 5.76 75.43 .00 2.47 1.94 2.500 .000
13.738 .0690 .0391 .54 2.04 2.29 1.64 .013 .00
2135.708 68.580 2 149 70 728 82.42 18.36 5.24 75.96 .00 2.47 1.74 2.500 .000
10.292 .0690 .0363 .37 2.15 2.01 1.64 .013 .00
2146.000 69.290 2. 288 71 578 82.42 17.51 4.76 76.34 .00 2.47 1.39 2.500 .000
JUNCT STR .1875 .0351 .14 2.29 1.68 .013 .00
2150.000 ^040 2. 465 72 505 80.42 16.43 4.19 76.70 .00 2.47 .58 2.500 .000
Page 3
Flow Top
wi dth
Norm Dp
********
Height/
Dia.-FT
"N"
*******
*******
Base wt
or I.D.
x-Fall *******
ZL
ZR *****
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
********
NO wth
Prs/Pip
Type Ch
*******
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
1.532
2151.532
.0281
I
70.083
2.500 72.583
pioonramp.oUT .0357 .05
80.42 16.38 4.17
169.468 .0281
WALL ENTRANCE
• FILE: pioonramp.wsw
.0374
76.75
6.34
2.47
1
1.00 2 50 .013 1 1 .00 .00 PIPE
.00 2.47 ' 00 1 1
2.500 j
.000 .00 1
2.50 .00 2 50 .013 .00 .00 PIPE
.0
PAGE 5
Date:10-24-2008 Time: 2: 4:49
w s P G w - CIVILDESIGN Version 14.06 Program Package serial Number: 1773
WATER SURFACE PROFILE LISTING
Pio Pico storm Drain
Filename: PioOnRamp.wsw 100-year flow from the
^a....^^^^^..^^ "-^s Flores Freeway Ramp to the outlet of the existing pipe system
station
L/Elem
*********
2321.000
Invert
El ev
Ch Slope
*********
Depth
(FT)
********
74.850 4.248
Water
Elev
*********
79.098
Q
(CFS)
*********
Vel
(FPS)
Vel
Head
SF Ave
******* I *******
80.42 16.38 4.17
Energy
Grd.El.
HF
*********
83.27
Super I Critical
Elev Depth
SE Dpth
*******
.00
Froude N
********
2.47
Flow Top
Width
Norm Dp
********
.00
Height/
Dia. -FT
"N" *******
2.500
Base Wt
or I.D.
X-Fall
*******
ZL
ZR
*****
********
I NO Wth
Prs/Pip
Type ch
*******
.000 .00 0 -I- I-.0
Page 4
Tl NW Quadrant - Pio Pico Storm Drain
T2 Grated Lateral for Caltrans Submittal
Grated.WSW
T3 Filename: Grated
SO 2325.000 74.850
2397.000
2397.000
14 1
R
SH
CD
Q
75.420
75.420
.000
5.500
1
1
1
.o'
10/22/2008
.013
2.000 .000 .000 .000
79.098
75.420
.00
000 -60.000 0
Page 1
I^I^^J l^^m^g^^ ^^^^^
n ^-r, r- -J grated.ouT grated.wsw w s P G w - CIVILDESIGN version 14.06 PAGE 1
Program Package Serial Number: 1773
Time: 2: 9:48 ^^'^^^ SURFACE PROFILE LISTING Date: 10-24-2008
NW Quadrant - pio Pico storm Drain
Grated Lateral for caltrans Submittal
Filename: Grated 10/22/2008
** ********
INO wth' ^"''^'"^ ' ^^"^^ ' ' ^ ' ' ^"^'"^y ' ^''P^'^ I critical] Flow Top [Height/1 Base wtl
2L^^?Prs/p]p ^^^"^ ' ^^'^^ ' ^^^"^ ' '-'^''^^ I (FPS) Head I Grd.El.| Elev [Depth | width |Dia.-FT|or l.D. j
_l "I- -I- -I- -f- H- -I- -I- -I- -I- -I-
2R'"^fjype ch^ ^^^""^ I I I I SF Avel HF ISE DpthlFroude N|Norm Dp | "N" j x-Fall |
*r*!****ir*******' ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** I ********[******* I ******* I***
, ' ' I > I I I I I I I I
^2325.000^ 74.850 4.248 79.098 5.50 1.75 .05 79.15 .00 .83 .00 2.000 .000
l_ "I- -I- -I- • -I- -I- -I- -I- -I- -I- H- -I-
.00 ^piPE° -^^^^ -0^0^ 4.25 .00 .71 .013 .00
, ' I I ' I I I I I i I I
^^2397.000^ 75.420 3.730 79.150 5.50 1.75 .05 79.20 .00 .83 .00 2.000 .000
[_ -I- -I- -I- -I- -I- -I- -I- -I- -I-
D
Page 1
INDEX or SHEETS
Shitt No I Titli Sxti
Z Typical Cren S*ciisn>
. . ) SUnddtd Ptm tM
. • 4- ZO Layoul PUni and Pntilu
. . 21-22 CoMlniniea Nol» 0"d I>«1"''»
> 23-31 Raiaiflinf Wotli . • 12-82 Diatawfll • • 55-60 Droinaia Liil • - 61-8T Sto«liifl.Tr«Hte HoBdl'ns and • • eB-B2 WBIK Snt» RalacoliBD . • 83-92 Sanrtory S«i«r S»<«» Raloeolw" . • 93-120 TraltlE Flam
• - 121-142 LlgMIng
> • 143-150 DMrtiMd Sifni
miOtX PLAMS 151-158 CiiniBBltood U C. „ ,„ A«ia Mlwda CrMli Brldfl* B' •*o "-282
tari^ (w"*
ChlnquB^ *«. O C. Br. No. 57-672
(Step* paring eal]') „ .„
Elm *«. U C. Br. Mo. 57-ZT4 Lai Flo™ Of- 0. C Br. Mo. 5T-Z72 JoMofioii SI. Q C Bf. No. 57-271
B«i.iVl«rCfMk Bfidgo Bf. Mo. 57-277 (Bri^ cmitoaeh siiort railmt only I
159
ISO
161-lea
170-178 173-187
168-196
197
STATE OF CAUFOMIA
BUSINESS AND TUHSPORTATION AGENCY
DEPARTMENT OF PUBLIC WORKS
DIVISION OF HIGHWAYS
PROJECT PLANS FOR CONSTRUCTION ON
STATE HIGHWAY
In San Diego County in Carlsbad
between 0.4 mile south of Cannon Road and Buena Vista Creek Bridge
TB ka smbmtii k! StaM n» Ml 1969
1-64 Crou Sw<ian«
J L J L J L •r • i
J L
I
I
I
I
I
I
D
D
I
I
I
I
I
I
D
D
D
I
B
B
I
I
I
I
I
I
fl
T II S.. R. 5 W.. s.p.a. a M.
•A,
^T^SI^^—6- —. - — *7 ...
BUENA
.£'/X-fi J
LAGOON
^-i?^^^:. J^:.€e£.
— - i 1,1 tL_;
1 -4
9- _..t£50 L
!— .
H ;--- Typ€
aocJL S/ope Prof.
(•See OBM/J
I. ^.B.B. .a M.
• \
[_\....
4 6 ... .... . 7
1-
END OF PROJECT
STA. 252+00 PM50.2
10
^^'1. „ -
iO
—2U
245
'0
^0
50
to
70
6y
U.S.C. a G.S. CAT'JM
AS BUILT PLANS
Contract No. //'rr7ffuV
Date Completed :
Document No. t4tf^2i^
DRAINAG
Sheet 13 of 13
40