HomeMy WebLinkAboutTract Map 31344 Hydrological Report Feb. 21, 20051
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Hydrology/ Hydraulic Study
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For
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Tract 31344
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Temecula, California
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August 02, 2004
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November 11, 2004 Revised
February 2l, 20052,d RC14Sion
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Submitted By
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®N0®
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MME --
ED] N M 0
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EMOT
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2155 Chicago Ave., Suite 201
Riverside, CA 92507
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T 951.784.0286
F 951.784.0287
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tDavid
Currington, R.C.E.
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TABLE OF CONTENTS
I. RCFC & WCD RATIONAL METHOD HYDROLOGY
INSTRUCTIONS DESIGN CHARTS
II. TIME OF CONCENTRATION 10 & 100 YEAR FLOW
ROUTING
A. LINE "A"
B. LINE "B"
III. HYDRAULIC CALCULATIONS
A. LINE "A"
B. LINE "B"
IV. EXISTING 24" CULVERT
V. CATCH BASIN SIZING CALCULATIONS
VI. HYDROLOGY MAP
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RCFC & WCD RATIONAL METHOD HYDROLOGY
INSTRUCTIONS DESIGN CHARTS
INSTRUCTIONS FOR RATIONAL METHOD HYDROLOGY CALCULATIONS
(Based on the Rational Formula, Q = CIA)
1. On map of drainage area, draw drainage system and block off subareas
tributary to it.
2. Determine the initial time of concentration, "T", using Plate D-3.
The initial area should be less than 10 acres, have a flow path of
less than 1,000 feet, and be the most upstream subarea.
3. Using the time of concentration, determine "I", intensity of rain-
fall in inches per hour, from the appropriate intensity -duration
curve for the particular area under study. For areas where stan-
dard curves are available, use Plates D -4.i and D-4.2 to reproduce
the standard curve. For areas where curves have not --been published
by the District, use Plates D-4.3 through D-4.7 to develop a suit-
able\intensity-duration curve.
4. Determine "C", the coefficient of runoff, using the runoff coeffi-
cient curve which corresponds as closely as possible with the soil,
cover type and development of the drainage area. Standard curves
(Plates D-5.1 through D-5.4) have been developed by the District
for the common case of urban landscaping type cover. Where these
curves are not applicable, curves may be developed using Plates
D-5.5 through D-5.8.
5. Determine "A", the area of the subarea in acres.
6. Compute Q = CIA for the subarea.
7. Measure the length of flow to the point of inflow of the next sub-
area downstream. Determine the velocity of flow in this reach for
the peak Q in the type of conveyance being considered (natural
channel, street, pipe, or open channel), using the tabling aids on
Plates D-6 through D-9.
Using the reach length and velocity determined above, compute the
travel time, and add this time to the time of concentration for the
previous subarea to `determine a new time of concentration.
B. Calculate Q for the new subarea, using steps 3 through 6 and the
new time of concentration. Determine "Q�", the peak Q for all sub-
areas tributary to the system to this point by adding Q for the
new subarea to the summation of Q for all upstream subareas. Deter-
mine the time of concentration for the next subarea downstream using
Step 7. Continue tabling downstream in similar fashion until a
junction with a lateral drain is reached.
RCFV & WV
1-IYDROLO(.-:,Y MANUAL
RATIONAL METHOD
INSTRUCTIONS
PLATE D-1.0 of 2)
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9. Start at the upper end of the lateral and table its Q down to the
junction with the main line, using the methods outlined in the
previous steps.
10. Compute the peak Q at the junction. Let QA, TA, IA correspond to
the tributary area with the longer time of concentration, and QB,
TB, IB correspond to the tributary area with the shorter time of
concentration and Qp, Tp correspond to the peak Q and time of
concentration.
a. If the tributary areas have the same time of concentration,
the tributary Q's are added directly to obtain the combined
peak Q.
Qp = QA + QB
Tp = TA = TB
b. If the tributary areas have different times of concentration,
the smaller of the tributary Q's must be corrected as follows:
(1) The usual case is where the tributary area with the lon-
ger time of concentration has the larger Q. In this case,
the smaller Q is corrected by a ratio of the intensities
and added to the larger Q to obtain the combined peak Q.
The tabling is then continued downstream using the longer
time of concentration.
Qp = QA + QB IA TP = TA
IB
(2) In some cases, the tributary area with the shorter time
of concentration has the larger Q. In this case, the
smaller Q is corrected by a ratio of the times of concen-
tration and added to the larger Q to obtain the combined
peak Q. The tablingris then continued downsteam using
the shorter time of concentration.
QP = QB + QA TB Tp TB
TA
RCFC &
SAN
' I HYDROLOGY MANUAL
RATIONAL METHOD
INSTRUCTIONS
PLATE D-1 (2 of 2 )
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Jim,
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' TIME OF CONCENTRATION 10 & 100 YEAR FLOW
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LINE "A"
' OS10.OUT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 08/02/04
------------------------------------------------------------------------
TRACT 31344
OFFSITE HYDROLOGY CALC.
10 YEAR STORM EVENT
FN:OSI0.RRV
********* Hydrology Study Control Information **********
---------- ----------------------------------
t IBS Inc., Temecula, CA - SIN 560
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
t1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
' Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360 (in./hr.)
' 10 year storm 60 minute intensity = 0.880 (in./hr.)
100 year storm 10 minute intensity = 3.480 (in./hr.)
100 year storm 60 minute intensity = 1.300 (in./hr.)
' Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880 (in./hr.)
Slope of intensity duration curve = 0.5500
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 82.000(Ft.)
Bottom (of initial area) elevation = 80.000(Ft.)
' Difference in elevation = 2.000(Ft.)
Slope = 0.00345 s(percent)= 0.34
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.450 min.
Rainfall intensity = 1.856(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.764
' Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
' RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 2.696(CFS)
Total initial stream area = 1.900(Ac.)
' Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station 101.000 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Page 1
1
' OS10.OUT
Top of street segment elevation = 80.000(Ft.)
End of street segment elevation = 52.000(Ft.)
Length of street segment = 750.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 28.000(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 [21 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 = 4.966(CFS)
Depth of flow = 0.273(Ft.), Average velocity = 3.760(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.306(Ft.)
Flow velocity = 3.76(Ft/s)
' Travel time = 3.32 min. TC = 18.77 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.754
' Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
' Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.667(In/Hr) for a 10.0 year storm
subarea runoff = 4.023(CFS) for 3.200(Ac.)
Total runoff = 6.719(CFS) Total area = 5.100(Ac.)
Street flow at end of street = 6.719(CFS)
Half street flow at end of street = 3.359(CFS)
' Depth of flow = 0.295(Ft.), Average velocity = 4.010(Ft/s)
Flow width (from curb towards crown)= 8.432(Ft.)
Process from Point/Station 102.000 to Point/Station 105.000
**** IMPROVED CHANNEL TRAVEL TIME **** -
' Upstream point elevation = 52.00(Ft.)
Downstream point elevation = 31.00(Ft.)
Channel length thru subarea = 130.00(Ft.)
Channel base width = 0.000(Ft.)
' Slope or 'Z' of left channel bank = 1.500
Slope or 'Z' of right channel bank = 1.500
Manning's 'N' = 0.015
' Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 6.719(CFS)
Depth of flow = 0.549(Ft.), Average velocity = 14.873(Ft/s)
Channel flow top width = 1.646(Ft.)
' Flow Velocity-= 14.87(Ft/s)
Travel time 0.15 min.
Time of concentration = 18.92 min.
Critical depth = 1.039(Ft.)
Process from Point/Station 102.000 to Point/Station 105.000
CONFLUENCE OF MAIN STREAMS ****
Page 2
' OS10.OUT
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.100(Ac.)
' Runoff from this stream = 6.719(CFS)
Time of concentration = 18.92 min.
Rainfall intensity = 1.660(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station 103.000 to Point/Station 104.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 350.000(Ft.)
' Top (of initial area) elevation = 76.000(Ft.)
Bottom (of initial area) elevation = 35.000(Ft.)
Difference in elevation = 41.000(Ft.)
Slope = 0.11714 s(percent)= 11.71
' TC = k(0.710)*[(1ength^3)/(elevation change)]^0.2
Initial area time of concentration = 11.354 min.
Rainfall intensity = 2.199(In/Hr) for a 10.0 year storm
UNDEVELOPED (fair cover) subarea
' Runoff Coefficient = 0.742
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 74.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
' Initial subarea runoff = 2.284(CFS)
Total initial stream area = 1.400(Ac.)
Pervious area fraction = 1.000
Process from Point/Station 104.000 to Point/Station 105.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 35.00(Ft.)
Downstream point elevation = 31.00(Ft.)
Channel length thru subarea = 250.00(Ft.)
' Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 1.500
Slope or 'Z' of right channel bank = 1.500
Estimated mean flow rate at midpoint of channel = 2.773(CFS)
' Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.773(CFS)
Depth of flow = 0.607(Ft.), Average velocity = 5.009(Ft/s)
' Channel flow top width = 1.822(Ft.)
Flow Velocity = 5.01(Ft/s)
Travel time = 0.83 min.
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Time of concentration = 12.19 min.
Critical depth = 0.734(Ft.)
Adding area flow to channel
UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.737
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 74.00
Pervious area fraction = 1.000; Impervious
Rainfall intensity = 2.115(In/Hr) for a
Subarea runoff = 0.935(CFS) for 0.
Total runoff = 3.218(CFS) Total area =
Page 3
fraction = 0.000
10.0 year storm
600(Ac.)
000(Ac.)
' OS10.OUT
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
' The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.000(Ac.)
Runoff from this stream = 3.218(CFS)
' Time of concentration = 12.19 min.
Rainfall intensity = 2.115(In/Hr)
Summary of stream data:
t Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
' 1 6.719 18.92 1.660
2 3.218 12.19 2.115
Largest stream flow has longer time of concentration
Qp = 6.719 + sum of
' Qb Ia/Ib
3.218 * 0.785 = 2.527
Qp = 9.246
' Total of 2 main streams to confluence:
Flow rates before confluence point:
6.719 3.218
' Area of streams before confluence:
5.100 2.000
Results of confluence:
' Total flow rate = 9.246(CFS)
Time of concentration = 18.920 min.
Effective stream area after confluence = 7.100(Ac.)
' End of computations, total study area = 7.10 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
' Area averaged pervious area fraction(Ap) = 0.641
Area averaged RI index number = 65.7
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Page 4
' OS. OUT
Riverside County Rational Hydrology Program
' CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 08/02/04
------------------------------------------------------------------------
' TRACT 31344
OFFSITE HYDROLOGY CALC.
100 YEAR STORM EVENT
FN:OS.RRV
********* Hydrology Study Control Information **********
---------------------------------- ------
' IBS, Inc., Temecula, CA - SIN 560
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
' Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360 (in./hr.)
10 year storm 60 minute intensity = 0.880 (in./hr.)
' 100 year storm 10 minute intensity = 3.480 (in./hr.)
100 year storm 60 minute intensity = 1.300 (in./hr.)
' Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 82.000(Ft.)
Bottom (of initial area) elevation = 80.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.00345 s(percent)= 0.34
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.450 min.
Rainfall intensity = 2.742(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.798
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 4.159(CFS)
Total initial stream area = 1.900(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Page 1
' OS. OUT
Top of street segment elevation = 80.000(Ft.)
End of street segment elevation = 52.000(Ft.)
Length of street segment = 750.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 28.000(Ft.)
' Distance from crown to cross all 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 [2] 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 = 7.661(CFS)
1 Depth of flow = 0.306(Ft.), Average velocity = 4.128(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.951(Ft.)
Flow velocity = 4.13(Ft/s)
' Travel time = 3.03 min. TC = 18.48 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.790
' Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.485(In/Hr) for a 100.0 year storm
Subarea runoff = 6.284(CFS) for 3.200(Ac.)
'- Total runoff = 10.443(CFS) Total area = 5.100(Ac.)
Street flow at end of street = 10.443(CFS)
Half street flow at end of street = 5.222(CFS)
' Depth of flow = 0.332(Ft.), Average velocity = 4.428(Ft/s)
Flow width (from curb towards crown)= 10.260(Ft.)
Process from Point/Station 102.000 to Point/Station 105.000
**** IMPROVED CHANNEL TRAVEL TIME ****
' Upstream point elevation = 52.00(Ft.)
Downstream point elevation = 31.00(Ft.)
Channel length thru subarea = 130.00(Ft.)
Channel base width = 0.000(Ft.)
' Slope or 'Z' of left channel bank = 1.500
Slope or 'Z' of right channel bank = 1.500
Manning's 'N' = 0.015
' Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 10.443(CFS)
Depth of flow = 0.647(Ft.), Average velocity = 16.607(Ft/s)
Channel flow top width = 1.942(Ft.)
Flow Velocity-= 16.61(Ft/s)
Travel time 0.13 min.
Time of concentration = 18.61 min.
Critical depth = 1.219(Ft.)
Process from Point/Station 102.000 to Point/Station 105.000
CONFLUENCE OF MAIN STREAMS ****
Page 2
' OS.OUT
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.100(Ac.)
Runoff from this stream = 10.443(CFS)
Time of concentration = 18.61 min.
Rainfall intensity = 2.475(In/Hr)
' Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station 103.000 to Point/Station 104.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 350.000(Ft.)
' Top (of initial area) elevation = 76.000(Ft.)
Bottom (of initial area) elevation = 35.000(Ft.)
Difference in elevation = 41.000(Ft.)
Slope = 0.11714 s(percent)= 11.71
TC = k(0.710)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.354 min.
Rainfall intensity = 3.248(In/Hr) for a 100.0 year storm
UNDEVELOPED (fair cover) subarea
' Runoff Coefficient = 0.787
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
' Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 74.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 3.576(CFS)
Total initial stream area = 1.400(Ac.)
Pervious area fraction = 1.000
Process from Point/Station 104.000 to Point/Station 105.000
**** IMPROVED CHANNEL TRAVEL TIME ****
' Upstream point elevation = 35.00(Ft.)
Downstream point elevation = 31.00(Ft.)
Channel length thru subarea = 250.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 1.500
Slope or 'Z' of right channel bank = 1.500
Estimated mean flow rate at midpoint of channel = 4.343(CFS)
Manning's 'N' = 0.015 -
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 4.343(CFS)
Depth of flow = 0.719(Ft.), Average velocity = 5.604(1't/s)
' Channel flow top width = 2.156(Ft.)
Flow Velocity = 5.60(Ft/s)
Travel time = 0.74 min.
' Time of concentration = 12.10 min.
Critical depth = 0.875(Ft.)
Adding area flow to channel
UNDEVELOPED (fair cover) subarea
' Runoff Coefficient = 0.783
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 74.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3.137(In/Hr) for a 100.0 year storm
' Subarea runoff = 1.474(CFS) for 0.600(Ac.)
Total runoff = 5.050(CFS) Total area = 2.000(Ac.)
Page 3
' OS.OUT
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
' The following data inside Main Stream is listed:
'In Main Stream number: 2
Stream flow area = 2.000(Ac.)
Runoff from this stream = 5.050(CFS)
' Time of concentration = 12.10 min.
Rainfall intensity = 3.137(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
' 1 10.443 18.61 2.475
2 5.050 12.10 3.137
Largest stream flow has longer time of concentration
Qp = 10.443 + sum of
' Qb Ia/Ib
5.050 * 0.789 = 3.985
Qp = 14.428
' Total of 2 main streams to confluence:
Flow rates before confluence point:
10.443 5.050
Area of streams before confluence:
5.100 2.000
Results of confluence:
Total flow rate = 14.428(CFS)
Time of concentration = 18.608 min.
Effective stream area after confluence = 7.100(Ac.)
End of computations, total study area = 7.10 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
' Area averaged pervious area fraction(Ap) = 0.641
Area averaged RI index number = 65.7
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' TIME OF CONCENTRATION 10 & 100 YEAR FLOW
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LINE "B"
' ON10.OUT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
I Rational Hydrology Study Date: 08/02/04
---------------------------------------------------------------------
TRACT 31344
ON SITE HYDROLOGY CALC
10 YEAR STORM EVENT
FN:ONI0.RRV
---------------------------------------------------------------------
' ********* Hydrology Study Control Information **********
---------------------------------------------------------------------
IBS Inc, Temecula, CA - SIN 560
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
' 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360 (in./hr.)
10 year storm 60 minute intensity = 0.880 (in./hr.)
' 100 year storm 10 minute intensity = 3.480 (in./hr.)
100 year storm 60 minute intensity = 1.300 (in./hr.)
Storm event year = 10.0
' Calculated rainfall intensity data:
1 hour intensity = 0.880 (in./hr.)
Slope of intensity duration curve = 0.5500
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 38.900(Ft.)
Bottom (of initial area) elevation = 36.800(Ft.)
Difference in elevation - 2.100(Ft.)
Slope = 0.00840 s(percent)= 0.84
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.234 min.
Rainfall intensity = 2.463(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.790
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 2.140(CFS)
Total initial stream area = 1.100(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Page 1
' ON10.OUT
Top of street segment elevation = 36.800(Ft.)
End of street segment elevation = 22.100(Ft.)
Length of street segment = 480.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 16.000(Ft.)
Distance from crown to crossfall grade break = 10.000(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 (2] side(s) of the street
' Distance from curb to property line = 9.000(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
1
Estimated mean flow rate at midpoint of street = 3.988(CFS)
Depth of flow = 0.264(Ft.), Average velocity = 3.322(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.881(Ft.)
Flow velocity = 3.32(Ft/s)
Travel time = 2.41 min. TC = 11.64 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.779
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.168(In/Hr) for a 10.0 year storm
Subarea runoff = 3.208(CFS) for 1.900(Ac.)
Total runoff = 5.348(CFS) Total area = 3.000(Ac.)
Street flow at end of street = 5.348(CFS)
Half street flow at end of street = 2.674(CFS)
Depth of flow = 0.285(Ft.), Average velocity = 3.532(Ft/s)
Flow width (from curb towards crown)— 7.940(Ft.)
End of computations, total study area = 3.00 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 62.5
Page 2
' ON. OUT
Riverside County Rational Hydrology Program
_ CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 08/02/04
------ ------------------- ----------------------------
TRACT 31344
ON SITE HYDROLOGY CALC
100 YEAR STORM EVENT
FN:ON.RRV
-------------------------------------------------------------- --
' ********* Hydrology Study Control Information **********
------------------------------------------------------------------------
' IBS, Inc., Temecula, CA - SIN 560
------------------------------------------ -----
Rational Method Hydrology Program based on
Riverside County Flood Control 6 Water Conservation District
' 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360 (in./hr.)
10 year storm 60 minute intensity = 0.880 (in./hr.)
' 100 year storm 10 minute intensity = 3.480 (in./hr.)
100 year storm 60 minute intensity = 1.300 (in./hr.)
' Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 38.900(Ft.)
Bottom (of initial area) elevation = 36.800(Ft.)
Difference in elevation = 2.100(Ft.)
Slope = 0.00840 s(percent)= 0.84
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.234 min.
Rainfall intensity = 3.639(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.819
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 3.278(CFS)
Total initial stream area = 1.100(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Page 1
I
1
11
1
1
11
11
1
11
1
ON. OUT
Top of street segment elevation = 36.800(Ft.)
End of street segment elevation = 22.100(Ft.)
Length of street segment = 480.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 16.000(Ft.)
Distance from crown to crossfall grade break = 10.000(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 [2] side(s) of the street
Distance from curb to property line = 9.000(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 = 6.109(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 3.635(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.447(Ft.)
Flow velocity = 3.64(Ft/s)
Travel time = 2.20 min. TC = 11.43
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.811
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 3.235(In/Hr) for a 100.0
Subarea runoff = 4.984(CFS) for 1.900(Ac.)
Total runoff = 8.262(CFS) Total area = 3.
Street flow at end of street = 8.262(CFS)
Half street flow at end of street = 4.131(CFS)
Depth of flow = 0.320(Ft.), Average velocity = 3.
Flow width (from curb towards crown)= 9.673(Ft.)
End of computations, total study area = 3.
The following figures may
be used for a unit hydrograph study of the same area.
min.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 62.5
Page 2
= 0.500
year storm
000(Ac.)
888(Ft/s)
00 (Ac.)
I
11
1
1
1
11
1
1
1
L
1
1
1
HYDRAULIC CALCULATIONS
LINE "A"
DATE: 2/21/2005
TIME: 8:35
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE
Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
CD 1 4 1.50
CD 2 4 2.00
ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6)
DROP
PAGE NO 3
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
TRACT 31344
LINE A
LINEA
PAGE NO 2
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W S ELEV
865.00
1100.00
2
1115.90
ELEMENT NO
2 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS ANGLE
ANG PT MAN H
996.00
1115.90
2
0.013
0.00 0.00
0.00 0
ELEMENT NO
*
3 IS A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N Q3 Q4
INVERT -3
INVERT -4 PHI
3 PHI 4
1000.00
1116.40
2 1 0
0.013 8.3 0.0
1116.40
0.00 30.00
0.00
WARNING - ADJACENT SECTIONS ARE
NOT IDENTICAL - SEE
SECTION NUMBERS
AND CHANNEL DEFINITIONS
ELEMENT NO
4 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS ANGLE
ANG PT MAN H
1021.33
1117.32
1
0.013
45.00 20.50
0.00 0
ELEMENT NO
5 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS ANGLE
ANG PT MAN H
1251.21
1125.18
1
0.013
0.00 0.00
0.00 0
ELEMENT NO
6 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS ANGLE
ANG PT MAN H
1275.19
1126.00
1
0.013
22.50 90.00
0.00 1
ELEMENT NO
7 IS A WALL ENTRANCE
UIS DATA STATION INVERT SECT FP
1275.19 1126.00 1 0.250
ELEMENT NO 8 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
1275.19 1126.00 1 1129.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
LICENSEE:
ENGINEERING SOLUTIONS
F0515P
PAGE 1
WATER
SURFACE
PROFILE LISTING
TRACT 31344
LINE A
LINEA
STATION
INVERT DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/ ZL
NO AVBPR
. ELEV OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
xxxxxxxxxxxxxxxxx,r.rxxxxxxxxxxxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx++x:rxxx++x+
xxxxxxxxxxxxxxxxxxxxxxxx
865.00
1100.00 15.900 1115.900
22.7
7.22
0.811
1116.711
0.00
1.697
2.00
0.00 0.00
0 0.00
119.20
0.12137
.010069
1.20
0.732
0.00
984.20
1114.47 2.639 1117.107
22.7
7.22
0.811
1117.918
0.00
1.697
2.00
0.00 0.00
0 0.00
HYDRAULIC
JUMP
0.00
984.20
1114.47 1.063 1115.531
22.7
13.38
2.778
1118.309
0.00
1.697
2.00
0.00 0.00
0 0.00
2.05
0.12137
.031220
0.06
0.732
0.00
986.25
1114.72 1.096 1115.812
22.7
12.87
2.571
1118.383
0.00
1.697
2.00
0.00 0.00
0 0.00
2.04
0.12137
.027901
0.06
0.732
0.00
m m e m = s m m = M.= ! = = = = m m m
988.29 1114.96 1.139 1116.103
0.00 0.00 0 0.00
1.72 0.12137
0.00
990.01 1115.17 1.185 1116.358
0.00 0.00 0 0.00
1.45 0.12137
0.00
991.46 1115.35 1.234 1116.583
0.00 0.00 0 0.00
1.22 0.12137
0.00
992.68 1115.50 1.285 1116.782
0.00 0.00 0 0.00
1.01 0.12137
0.00
993.69 1115.62 1.340 1116.959
0.00 0.00 0 0.00
0.81 0.12137
0.00
994.50 1115.72 1.399 1117.117
0.00 0.00 0 0.00
0.64 0.12137
0.00
995.14 1115.80 1.462 1117.258
0.00 0.00 0 0.00
0.47 0.12137
0.00
22.7
12.27
2.338
1118.441
0.00
1.697
2.00
.024650
0.04
0.732
22.7
11.70
2.126
1118.484
0.00
1.697
2.00
.021814
0.03
0.732
22.7
11.15
1.932
1118.515
0.00
1.697
2.00
.019329
0.02
0.732
22.7
10.64
1.757
1118.539
0.00
1.697
2.00
.017156
0.02
0.732
22.7
10.14
1.598
1118.557
0.00
1.697
2.00
.015265
0.01
0.732
22.7
9.67
1.453
1118.570
0.00
1.697
2.00
.013619
0.01
0.732
22.7
9.22
1.320
1118.578
0.00
1.697
2.00
.012194
0.01
0.732
LICENSEE:
ENGINEERING SOLUTIONS
F0515P
PAGE 2
WATER
SURFACE
PROFILE LISTING
TRACT 31344
LINE A
LINEA
STATION
INVERT DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/ ZL
NO AVBPR
ELEV OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx,rxxxxxxxxxxxx,txxxxxxxxxxxxxxx+xxxxxx
xxxxxxxxxxxxxxxxxxxxxxxx
995.61
1115.85 1.531 1117.383
22.7
8.79
1.200
1118.583
0.00
1.697
2.00
0.00 0.00
0 0.00
0.29
0.12137
.010979
0.00
0.732
0.00
995.90
1115.89 1.608 1117.496
22.7
8.38
1.091
1118.587
0.00
1.697
2.00
0.00 0.00
0 0.00
0.10
0.12137
.009966
0.00
0.732
0.00
996.00
1115.90 1.697 1117.597
22.7
7.99
0.991
1118.588
0.00
1.697
2.00
0.00 0.00
0 0.00
JUNCT STR
0.12500
.006780
0.03
0.00
1000.00
1116.40 2.071 1118.471
14.4
4.58
0.326
1118.797
0.00
1.367
2.00
0.00 0.00
0 0.00
1000.00
1116.40 0.929 1117.329
14.4
12.52
2.435
1119.764
0.00
1.392
1.50
0.00 0.00
0 0.00
r� m mm w = m m = = m m m m m m=
21.33 0.04313
0.00
1021.33 1117.32 0.960 1118.280
0.00 0.00 0 0.00
89.57 0.03419
0.00
1110.90 1120.38 0.960 1121.343
0.00 0.00 0 0.00
94.48 0.03419
0.00
1205.38 1123.61 0.994 1124.607
0.00 0.00 0 0.00
30.25 0.03419
0.00
1235.63 1124.65 1.037 1125.684
0.00 0.00 0 0.00
15.58 0.03419
0.00
1251.21 1125.18 1.084 1126.264
0.00 0.00 0 0.00
7.13 0.03420
0.00
1258.34 1125.42 1.118 1126.542
0.00 0.00 0 0.00
7.45 0.03420
0.00
1265.79 1125.68 1.172 1126.851
0.00 0.00 0 0.00
.036074
0.77
0.890
14.4
12.06
2.259
1120.539
0.00
1.392
1.50
.034344
3.08
0.960
14.4
12.06
2.259
1123.602
0.00
1.392
1.50
.032704
3.09
0.960
14.4
11.58
2.084
1126.691
0.00
1.392
1.50
.029355
0.89
0.960
14.4
11.04
1.894
1127.578
0.00
1.392
1.50
.026174
0.41
0.960
14.4
10.53
1.721
1127.985
0.00
1.392
1.50
.023807
0.17
0.960
14.4
10.19
1.613
1128.155
0.00
1.392
1.50
.021764
0.16
0.960
14.4
9.72
1.466
1128.317
0.00
1.392
1.50
LICENSEE: ENGINEERING SOLUTIONS
F0515P
PAGE 3
WATER
SURFACE
PROFILE LISTING
TRACT 31344
LINE A
LINEA
STATION INVERT DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO. PIER
L/ELEM SO
SF AVE
HF
NORM DEPTH
ZR
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx.xxxxxxxxxxxxxxxxxxxxxx.xxxxxx
xxxxxxxxxxxxxxxxxxxxxxxx
5.04 0.03420
.019648
0.10
0.960
0.00
1270.83 1125.85 1.232 1127.083
14.4
9.27
1.333
1128.416
0.00
1.392
1.50
0.00 0.00 0 0.00
3.14 0.03420
.017919
0.06
0.960
0.00
1273.97 1125.96 1.302 1127.260
14.4
8.83
1.212
1128.472
0.00
1.392
1.50
0.00 0.00 0 0.00
1.22 0.03420
.016711
0.02
0.960
0.00
1275.19 1126.00 1.392 1127.392
14.4
8.42
1.101
1128.493
0.00
1.392
1.50
0.00 0.00 0 0.00
WALL ENTRANCE
0.00
1275.19 1126.00 1.393 1127.393
14.4
8.42
1.100
1128.493
0.00
1.392
1.50
0.00 0.00 0 0.00
m M -s as m m m Ma m= MIM mm = m m m
HYDRAULIC JUMP
0.00
1275.19 1126.00 1.392 1127.392
0.00 0.00 0 0.00
14.4 8.42 1.101 1128.493 0.00 1.392
1.50
m m M� m w m � m mm M � ! m r m m m
TRACT 31344
LINE A
LINEA
865.00 .I C H W E
R
872.46
879.92
887.37
894.83
902.29
909.75
917.21
924.66
932.12
939.58
947.04
954.50
961.95
969.41
976.87
984.33 I CH W E
R -
man M� m m m m m mm on M � =I M m mm
991.79
I W CH
E
R
999.24
I w CH
E
R
1006.70
I W CH
E
R
1014.16
I W CH
E
R
1021.62
I WCH
E
R
1029.08
I W CH
E
R
1036.53
I WCH
E
R
1043.99
I WCH
E
R
1051.45
I WCH
E
R
1058.91
I XH
E
R
1066.37
I XH
E
R
1073.82
I XH
E
JX
1081.28
I C
XE
JX
1088.74
I w X
R
1096.20
I
WCH
R
1103.66
1111.11
R
1118.57
1126.03
1133.49
1140.95
E
IS
I W X E
on i' ! m!� r m i� M� m m��!
1148.40
1155.86
1163.32
1170.78
1178.24
1185.69
1193.15
1200.61
1208.07
E R
1215.53
1222.98
1230.44
1237.90
WX E R
1245.36
1252.82
WX E R
1260.27
WX E R
1267.73
WX E . R
1275.19
X E . R
1100.00 1102.85 1105.70
1125.64 1128.49
Z WCH
1108.55 1111.40 1114.25 1117.10 1119.94 1122.79
I
men MIM m m m' 'som mm m mm soom s m
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE
PLOTTED EXACTLY
I
1
1
1
1
1
I
1
HYDRAULIC CALCULATIONS
LINE "B"
man s
M
M M r
M MMM
M
M
M�
M
M
MM
W
S P G N- CIVILDESIGN Vers 6.0
PAGE
1
For: IBS Inc.,
Riverside, California -
SIN 615
WATER SURFACE
PROFILE LISTING
Date: 8- 4-2004 Time:
1:50:17
Tract 31344
Line B
lineb.wsn
Invert
Depth Water
Q
Vel Vel
I Energy I
Super
CriticallFlow
TOPIHeight/IBase Wtl
No Wth
Station
I Elev
(FT) Elev
(CFS)
I (FPS) Head
I Grd.El.l
Elev
I Depth I
Width
Dia.-FTIor
I.D.I
ZL
IPrs/Pip
L/Elem
ICh Slope
ISF Avel
HF ISE DpthlFroude
NINorm Dp
I "N" I
I
ZR
IType
Ch
#4#R*M***fRMµh**#*R#*R++**###k#R#4I{#*####hM**#R##RµµRµ#***##k##*#{##RRhRµh*#*###µMI#**#4R#Rk##RM#++**#**#*#+*hlµ*#*+**
1000.00
1115.76
2.500 1118.260
8.3
4.70 .343
1118.603
.00
1.116
.00
1.50
.00
.00
1
.0
8.84
.09324
.006243
.06
2.50
.000
.521
.013
.00
I_
PIPE
1008.84
1116.58
1.731 1118.315
8.3
4.70 .343
1118.658
.00
1.116
.00
1.50
.00
.00
1
.0
HYDRAULIC
JUMP
1008.89
1116.58
.690 1117.274
8.3
10.46 1.698
1118.972
.00
1.116
1.50
1.50
.00
.00
1
.0
.43
.09324
.033198
.01
.69
2.529
.521
.013
.00
PIPE
1009.27
1116.62
.690 1117.319
8.3
10.49 1.692
1119.006
.00
1.116
1.50
1.50
.00
.00
1
.0
2.06
.09324
.031116
.06
.69
2.523
.521
.013
.00
PIPE
1011.32
1116.82
.716 1117.532
8.3
9.95 1.538
1119.070
.00
1.116
1.50
1.50
.00
.00
1
.0
1.70
.09324
.027393
.05
.72
2.351
.521
.013
.00
PIPE
1013.02
1116.97
.794 1117.718
8.3
9.49 1.398
1119.116
.00
1.116
1.50
1.50
.00
.00
1
.0
1.43
.09324
.024127
.03
.74
2.190
.521
.013
.00
PIPE
1014.46
1117.11
.772 1117.880
8.3
9.05 1.271
1119.151
.00
1.116
1.50
1.50
.00
.00
1
.0
1.19
.09324
.021256
.03
.77
2.039
.521
.013
.00
I_
PIPE
1015.64
1117.22
.802 1118.021
8.3
8.63 1.156
1119.176
.00
1.116
1.50
1.50
.00
.00
1
.0
.99
.09324
.018745
.02
.80
1.896
.521
.013
.00
PIPE
1016.64
1117.31
.833 1118.149
8.3
8.23 1.051
1119.195
.00
1.116
1.49
1.50
.00
.00
1
.0
.82
.09324
.016545
.01
.83
1.762
.521
.013
.00
PIPE
W
S P G N- CIVILDESIGN Vers 6.0
PAGE
2
For: IBS Inc.,
Riverside,
California -
SIN 615
WATER SURFACE
PROFILE LISTING
Date: 8- 4-2004
Time:
1:50:17
M r m IM m m m m m� MMIMIM m mm mm
Tract 31344
Line B
lineb.wsn
RR#R#+#ffR;RMR#f+#fRfRhh
Rf 4f
RlRffARR#flffff+RRll
Wfifff#fWRWfi+fhRRWWWRWRRRh#RR1R
RfRRRRRR
1ff1fRARWW4ff
iff #f1RAR AR
Af 1fRfR;ARfiRfflR♦
Invert
Depth
Water
Q
Vel
Vel
I Energy
I Super
ICriticallFlow
TopIHeight/
Base
Wtj
INo Wth
Station
I Elev
(FT)
Elev
(CFS)
I (FPS)
Head
I Grd.El.1
Elev
I Depth
I Width
Dia.-FTIor
I.D.1
ZL
lPrs/Pip
L/Elem
#ffW#hf#ffRRRMRhflf#RRfRRfRRY##lfR
SCh Slopel
flffARRR4f###ff;
I
SF Avel
R1RW##Mii#f#f#h#WIfMRffi#i#RfW;RhlffiflRRf
HF
ISE DpthIFroude
NINorm
DP
I "N" I
lff if #fRIRfRfRf#RfRfffRRf#fi
ZR
IType Ch
1017.95
1117.39
.866
1118.253
8.3
7.84
.955
1119.208
.00
1.116
1.48
1.50
.00
.00
1
.0
.66
.09324
.014623
.01
.87
1.635
.521
.013
.00
PIPE
1018.11
1117.95
.901
1118.350
8.3
7.48
.868
1119.218
.00
1.116
1.47
1.50
.00
.00
1
.0
.51
.09324
.012949
.01
.90
1.516
.521
.013
.00
PIPE
1018.62
1117.50
.939
1118.435
8.3
7.13
.789
1119.225
.00
1.116
1.45
1.50
.00
.00
1
.0
.40
.09324
.011484
.00
.94
1.403
.521
.013
.00
PIPE
1019.02
1117.53
.978
1118.512
8.3
6.80
.718
1119.229
.00
1.116
1.93
1.50
.00
.00
1
.0
.28
.09324
.010198
.00
.98
1.296
.521
.013
.00
PIPE
1019.30
1117.56
1.020
1118.580
8.3
6.48
.652
1119.232
.00
1.116
1.40
1.50
.00
.00
1
.0
.17
.09324
.009080
.00
1.02
1.194
.521
.013
.00
PIPE
1019.97
1117.58
1.065
1118.691
8.3
6.18
.593
1119.234
.00
1.116
1.36
1.50
.00
.00
1
.0
.05
.09324
.008105
.00
1.07
1.096
.521
.013
.00
PIPE
1019.52
1117.58
1.116
1118.696
8.3
5.89
.538
1119.234
.00
1.116
1.31
1.50
.00
.00
1
.0
WALL
ENTRANCE
1019.52
1117.58
1.996
1119.576
8.3
.59
.005
1119.581
.00
.352
7.00
9.50 7.00
.00
0
.0
[1
1
1
1
1
11
I
I
1
1
I
I
1
1
I
1
I
1
IV.
HYDRAULIC CALCULATIONS
EXISTING 24" CULVERT
I
11
11
I
1
I
1
I
Existing 24" Storm Drain at Rancho Vista
An existing 24" stone drain is located at Rancho Vista Road. Historically this storm drain
has conveyed a portion of the storm flows from Tract 3713 and the entire storm flow
from Tract 31344 offsite. The calculated stone flow from Tract 3713 is 14.4 CFS and this
value will remain unchanged in the post development condition. Because Tract 3137
conveys stone flow through Tract 31344, it can be assumed that the conveyances were
sized to allow for the developed flows from Tract 31344. However, there exists no
evidence or records of the actual design or assumptions made regarding this condition.
Exhaustive research through both city and county agencies has resulted in no further
insight into the design of this system. No records were found of the design grades or
flows. As the storm drain in question is a portion of a larger system designed as part of an
approved tract, there must have been some review of this design. Based on the difficultly
of crossing under a public paved street, there must have been some permanence in the
design. In other words, the system can be assumed to have been designed to cavy the
anticipated flows and to remain in place permanently.
The post development storm flow for Tract 31344 has been determined to be 8.3 CFS.
This would indicate that the worst possible case for storm flows entering the 24" pipe
would be 22.7 CFS.
Based on the visible evidence of the pipe design, the pipe is 135' long from junction
structure to outlet, slopes at 11.3% and is constructed of RCP. The outlet is simply a hole
cut in top of the pipe.
The existing pipe was examined based on what was considered the most likely scenario
and modeled to determine if the storm drain would still function without any detrimental
effect on the surrounding structures. For the purposes of the model, the following criteria
were used: pipe slope = 11.3%, pipe diameter =24", length = 135 feet and tail water
elevation = 1104, (two feet above the top of the outlet based on visual evidence at the
site). The flow capacity for the 24" pipe would then be 44.3 cfs.
A much more likely scenario is that the tail water elevation is equal to the top of the pipe
or slightly above it. This is a typical design standard and yields a much more realistic
picture of the existing storm drain. Under such conditions the capacity of the pipe
increases substantially.
It would appear that there is sufficient capacity in the existing 24" storm drain for the
post development condition. There is always the possibility of clogging or failure, but
should this occur, the overflow is directed to and conveyed via the street. No structures
are put in danger.
It should be noted that all the above narrative and profiles are based on the 100 year 1
hour storm.
Calculation Results Summary
Scenario: Base
»» Info: Subsurface Network Rooted by: 0-1
»» Info: Subsurface Analysis iterations: 1
»» Info: Convergence was achieved.
CALCULATION SUMMARY
FOR
SURFACE NETWORKS
Label
i Inlet
i Inlet
Total
Total
Capture
Gutter
Gutter
Type
Intercepted Bypassed
Efficiency Spread
Depth
Flow
Flow
(8)
(ft)
(ft)
----------
(cfs)
(cfs)
'------�---------------
I
I-1
_________________________________
Generic Inlet
Generic Default
_
------------------------
1008
_
0.00_x_-_--0.00
------------
100.0
_ _______________________________
--------
0.00
--------
0.00
' CALCULATION SUMMARY
FOR
SUBSURFACE NETWORK WITH
ROOT: 0-1
Label
Number
Section Section
Length
Total
Average
Hydraulic
Hydraulic
of
Size
Shape
(ft)
System
Velocity
Grade
Grade
Sections
I
Flow
(ft/s)
Upstream
Downstream
___________________
----------
(cfs)
(ft)
(ft)
P-1
1�
-
24
I--------
inch Circular
_ ------------------------------------------------------
135.00
--------
22.70
I---------- -----------
13.43
I____________
1,116.95
1,104.00
Label Total Ground Hydraulic Hydraulic
System Elevation Grade Grade
Flow (ft) I Line In Line Out
(cfs) (ft) (ft)
------------ ----------- -----------
0-1 22.70 1,100.00 1,104.00 1,104.00
1-1 22.70 1,122.80 1,117.55 1,116.95
------------------------------ ----
------------
Completed: 02/19/2005 12:33:27 PM
Title: Gallery Portraits Project Engineer: TERRY FRITZ
b:\...\gallery portraitskeports\projectt.stm MR TERRY FRITZ StonnCAD v5.5 [5.5005]
02/19/05 12:33:34 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
Worksheet for Circular Pipe - 1
;P7gect Descnptw^,�`".� ,g,^"7',�r; " ,�;.,,...--� a kjj
r =§t%_. ' ..�
Flow Element: Circular Pipe
Friction Method: Manning Formula
Solve For: Full Flow Capacity
Roughness Coefficient:
0.024
Channel Slope:
0.11300
ft/ft
Diameter:
2.00
ft
�.jdit �a..
IM
I:;Fat
Discharge:
41.19
ft3/s
Normal Depth:
2.00
ft
Flow Area:
3.14
ft.
Wetted Perimeter:
6.28
ft
Top Width:
0.00
ft
Critical Depth:
1.96
ft
Percent Full:
100.0
%
Critical Slope:
0.10091
f1/ft
Velocity:
13.11
ft/s
Velocity Head:
2.67
ft
Specific Energy:
4.67
ft
Froude Number:
0.00
Maximum Discharge:
44.31
ft'/s
Discharge Full:
41.19
ft'/s
Slope Full:
0.11300
ft/ft
Flow Type:
SubCntical
GVF InputiData
Downstream Depth:
0.00
ft
Length:
0.00
ft
Number Of Steps:
0
GVFf,Oulput Data°
@ �+
Upstream Depth:
0.00
ft
Profile Description:
Profile Headloss:
0.00
ft
Average End Depth Over Rise:
0.00
%
Normal Depth Over Rise:
1.00
%
Downstream Velocity:
Infinity
ft/s
- Rating Curve for Circular Pipe - 1
1 Channel Slope (ft/ft)
C
I
I
I
42
40
38
36
34
32
ti
30
28
0 26
u 24
8 22
20
18
16
14
12
10
Circular Pipe
Manning Formula
Full Flow Capauty
0.11300 ft/ft
2.00 ft
2.00 ft
41.19 ft3/s
Miini M f®rgineii pge
0.00500 0.12000 0.00500
Worksheet: Circular Pipe - 1
Discharge (ft31S) vs Channel Slope (ft/ft)
0.01 002 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.1:
Channel Slope (ft/ft)
'af OJemam�
i ia P'
Flow Element:
Friction Method:
Solve For:
Anput1Data
Channel Slope:
'
Normal Depth:
Diameter:
I
Discharge:
�
1 Channel Slope (ft/ft)
C
I
I
I
42
40
38
36
34
32
ti
30
28
0 26
u 24
8 22
20
18
16
14
12
10
Circular Pipe
Manning Formula
Full Flow Capauty
0.11300 ft/ft
2.00 ft
2.00 ft
41.19 ft3/s
Miini M f®rgineii pge
0.00500 0.12000 0.00500
Worksheet: Circular Pipe - 1
Discharge (ft31S) vs Channel Slope (ft/ft)
0.01 002 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.1:
Channel Slope (ft/ft)
11
V.
CATCH BASIN SIZING CALCULATIONS
[1
1
I
CI
L'
1
1
L_
Project Description
Worksheet
Curb Inlet -1
Type
Curb Inlet In
Depth
Sag
Solve For
Spread
Depression
Input Data
5.2 in
Discharge
8.30 cfs
Gutter Width
2.00 ft
Gutter Cross
0.083 ft/ft
Slope
300
Road Cross
0.035 ft/ft
Slope
000
Curb Opening
7.00 It
Length
Opening Height
0.83 It
Curb Throat Type
Incline
d
Local Depression
4.0 in
Local Depression
4.00 It
Width
Throat Incline
45.00 degre
Angle
es
Results
Spread
11.4 ft
6
Depth
0.50 ft
Gutter
1.2 in
Depression
Total
5.2 in
Depression
Tract 31344 Portrait Lane
Worksheet for Curb Inlet In Sag
' Project EngineerRMI
c:\nete\iunk\flowmaster\fm\Nt31344 fm2 IBS. Inc. FlowMaster v6.1 f614k1
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CD CD
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2 T
JAN., 1931
4
i
f.
HEIGHT OF OPENING (h) IN FEET
i
N
N rn W A N
N
l5M
F
W\ A
N
U U
N
O
n
HEIGHT O�\OPENING (h)
IN INCHES
RATIO
OF DEPT
CAPACITY
PER
FOOT OF LENGTH OF OPENING (OA-) INI,i
O
O
N
O O O O- N
W A OD' 1
C1 m O
A\ .1
L
l5M
F
yo
n
O
n
RATIO
OF DEPT
aD
iD
O
PER ,FOOT
NE W Js M D)
OF WATER AT OPENING TO HEIGHT OF i �OPENINIG'(H/hY%q FT/FT,
I l
N W A U Ol -1 io m U N
N j
i
I
1]
VI.
HYDROLOGY MAP
1
[1
1
1
Cl
L
'J
1
1
-groService Alert
�FaRt;y w ■ENGINEERING SOLUTIONt
Call: TOLL FREE
MOMM
•
00 Gy
227--2
00 S.
TWO WORKING DAYS BEFORE YOU DIG
contractor
Inspector
■
Date completed
PHONE - 909.784.0286
FAX - 909.784.0287
REVISIONS
l! j LIMITS OF FAULT HAZARD ZONE
1 1
q p�
U d
I� E�
II
Z I/
rt
11 44'
W 32'
!{ EXIST.
�I
IIr
I1n
l� W
DATE 1 ACCV
f 5.
50' PROP. R/W�)j ~
M W YNEZ ROAD
-----------------------
II I1
BENCH MARKSCALE SEAL. Ess1°
Designed By
Drawn By Checked By
BY DATE
y
IBS
OS D.G.C.RECOMMENDED
BENCH MARKSCALE SEAL. Ess1°
Designed By
Drawn By Checked By
BY DATE
c c
CI T K OF TL IV CUL A DEPARTMENT OF PUBLIC WORKS
IBS
OS D.G.C.RECOMMENDED
Horizontal
A D G. CURRINGTo
Plans Prepared Under Supervision Of
ACCEPTED BY DATE.-
°� r
TRACT NO. 313"
SEE ABOVE AS SHOWN
RCE No. 58883
Date: RONALD ✓. PARKS
or,
v
Exp. 03-30-07
Vertical *
R.C.E. No.
csaBB3 DA-PU7Y DIRECTOR OF PUBLIC WORKS
d z- ` YAn�
ON SITE HYDROLOGY MAP
CIVIL P
R.C.E. No.
_ .w_
C58883 Expires 06/3%7 R C.E No. 19744 Expires 09-30-105
_ _ -- - .._ _ _.-__.... _ -_-- - _ _ t .� �z -� v _ a ----.� -�v�
`
�'A.
- ._. _ -. ... _._ .._ -- --�..... - - ._._.__.-_ ... -- - _ - -- . --- - _
Drawing No.
Sheet 1 of