HomeMy WebLinkAboutTract Map 31344 Hydrology & Hydraulic Report�. Hydrology/Hydraulic Study
For
Tract 31344
Temecula, California
August 02, 2004
November 11, 2004 Revised
• Submitted By
SOLGUETIOG
2155 Chicago Ave., Suite 201
Riverside, CA 92507
T 951.784.0286
F 951.784.0287
.• David Currington, R.C.E.
• 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
0
2
�J
RCFC & WCD RATIONAL METHOD HYDROLOGY
INSTRUCTIONS DESIGN CHARTS
I
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 ofconcentration , "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-4.1 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 whichcorresponds 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.
•
I 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.
8. Calculate Q for the new subarea, using steps 3 through 6 and the
new time of concentration. .Determine "QI?", 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.
RCFC 8 WCD
HYDROLOGY MANUAL
RATIONAL METHOD
INSTRUCTIONS A
PLATE D-1-0 of 2)
•I 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.
110. 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 Ahe larger Q to obtain the combined
Peak Q. The tablingris then continued downsteam using
the shorter time of concentration.
!2p = QB + QA TB TP TB
TA
RCFC & WCD
HYDROLOGY MANUAL
RATIONAL METHOD
INSTRUCTIONS
PLATE D-1 (2 of 2 )
a
I
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RIVERSIDE COUNTY FLOOD CONTROL..'
AND
WATER CONSERVATION DISTRICT
100 -YEAR -HOUR
PRECIPITATION
z
D
PLATE -4.4
Ile>
zw
RIVERSIDE COUNTY FLOOD CONTROL..'
AND
WATER CONSERVATION DISTRICT
100 -YEAR -HOUR
PRECIPITATION
z
D
PLATE -4.4
Ile>
9 & :
Imo.
t
IN
NZ
ae
lAll
RIVERSIDE COUNTY FLOOD CONTROL
NAND
,
.....ER CONSERVATION DISTRICT
SLOPE OF
INTENSITY DURATION
CURVE
PLATE 1) — 4.6
ll
VL y
Wx
2U-
..........
. . . . . . . . . . . .
Imo.
t
IN
NZ
ae
lAll
RIVERSIDE COUNTY FLOOD CONTROL
NAND
,
.....ER CONSERVATION DISTRICT
SLOPE OF
INTENSITY DURATION
CURVE
PLATE 1) — 4.6
CJ
TIME OF CONCENTRATION 10 & 100 YEAR FLOW
LINE "A"
0
\0
OSl0.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:OS10.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
++++++++++++++++++++++++++++++++++++++++++++++++++++++.F+++++++++++++++
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)*[(1ength^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
•+++++++++++++++++++++++++++++++++++++++++++++++++++++++++- F++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *''**
Page 1 \\
OS10.OUT
Top of street segment elevation = 80.UUU(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 [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 = 1.966(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 streetflow 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.)
•+++++++++++++++++++++++++++++++++++++++++++++++++++++++++F++++++++++++
Process from Point/Station 102.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
Page 2
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•
•
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
+++++++++++++++++++++++++++++++++++++++++++++++++++++++i-++++++++++++++
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 = 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
++++++++++++++++++++++++++++++++++++++++++++++++++++++.F+++++++++++++++
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.
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
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
RI index for soil(AMC
Pervious area fraction
Rainfall intensity =
Subarea runoff =
Total runoff = 3.
group A = 0.000
group B = 0.500
group C = 0.500
group D = 0.000
2) = 74.00
1.000; Impervious
2.115(In/Hr) for a
0.935(CFS) for 0.
218(CFS) Total area =
Page 3
fraction = 0.000
10.0 year storm
600(Ac.)
000 (Ac.)
\22
•
•
•
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:
Stream Flow rate TC
No. (CFS) (min)
1 6.719 18.92
2 3.218 12.19
Largest stream flow has longer time
Qp = 6.719 + sum of
Qb Ia/Ib
3.218 * 0.785 — 2
Qp = 9.246
Rainfall Intensity
(In/Hr)
1.660
2.115
of concentration
527
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
Page 4
\q
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 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 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
•++++++++++++++++++++++++++++++t+++++++++++++++++t+++++4+i+i ++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Page 1 \9�
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 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 [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)
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
intensity = 2.485(In/Hr) for a 100.0
year storm
•Rainfall
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.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++i-+++++++++++++++
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.)
•++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++
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
++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++-F+++
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
++++++++++++++++++++++++++++++++++++++++++++++++++++++;-++-F++++++++++++
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(Ft/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
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
RI index for soil(AMC
Pervious area fraction
Rainfall intensity =
Subarea runoff =
Total runoff = 5.
group A = 0.000
group B = 0.500
group C = 0.500
group D = 0.000
2) = 74.00
1.000; Impervious fraction
3.137(In/Hr) for a 100.0
1.474(CFS) for 0.600(Ac.)
050(CFS) Total area = 2
Page 3
M001619411
Year storm
000 (Ac.)
\1
•
Ll
•
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
Page 4
C�
TIME OF CONCENTRATION 10 & 100 YEAR FLOW
111►1:H:iY
0
ON10.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
10 YEAR STORM EVENT
FN:ONIO.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 Condi7ion = 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 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)*[(lengthA3)/(elevation change) ]AO.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
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 Z\
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 S Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1)
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
• ++++++++++++++++++++++++++++++++++++++++++++++++++++++4 +++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Page 1 71�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
++++++++++++++++++++++++++++++++++++++++++++++++++++++t-+++++++++++++++
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
• ++++++++++++++++++++++++++++++++++++++++++++++++++++++4 +++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Page 1 71�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 min.
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 = 0.500
•Rainfall intensity = 3.235(In/Hr) for a 100.0 yE�ar storm
Subarea runoff = 4.984(CFS) for 1.900(Ac.)
Total runoff = 8.262(CFS) Total area = 3.000(Ac.)
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 = 3.888(Ft/s)
Flow width (from curb towards crown)= 9.673(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
A
Page 2
E
HYDRAULIC CALCULATIONS
LINE "A"
0
LNA.WSN
Tl
Tract 31344
0
T2
Line "A"
.
fn wsn
000.000101
1000115.80
1
1115.80
1082.221117.81
1
.013
.000
.000
0
R
1098.251118.21
1
.013
-20.400
.000
0
R
1266.081122.32
1
.013
.000
.000
0
R
1301.421123.18
1
.013
90.000
.000
1
R
1397.711125.54
1
.013
.000
.000
0
R
1416.401126.00
1
.013
-47.630
.000
0
WE
1416.401126.00
2
.250
SH
1416.401126.00
2
1126.00
CD
1 4 1 .00
1.50
.00 .00
.00 .0
CD
2 4 1 .00
3.00
.00 .00
.00 .0
Q
14.40
.0
•
Page 1
Ii�
I.NA.OtTT
WARNING NO. 2 •• - HATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, N.S.ELEv - INV + DC
❑ N S P G N- CIVILDESIGN Vete 6.0 PAGE 1
For: SLI Inc, Riverside, California - SIN 625
•a
Tract 31344 NATER SURFACE PROFILE LISTING Date: 8-11-2004 Time:10:13: 6
Lin
•A'
fn:1.a.Wen
I Invert I aDepth I Water alar 0 1 Vela arVal ria EnergyaI Super ICriticall FlcW 'rop[Height/[Base Wtlaa ♦ No Nth
Station I El.V I (FT) I Else I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip
_I_ _I_ _I_ _I_ _I_ _I_ _I_ _1_ _1_ _I_ _1_ _I_ _I_ I-
L/Eleni ICh Slopel 1 I I SF Raul HF ISE Dpthl Froude NINotm Op 1 'N' I I ZR IType Ch
.a.....«I:«..r..I«:aa..a1....a...+I.......aala:a....Ir:a.«a.lTaraaa:.ala.. ra aal.a..«ra1•.. «... Lr.«aa1.a.....I`aaaal.a...r.
I I I
1000.00 1115.80 1.089 1116.889 14.9 10.48 1.705 I I 1118.599 .00 1,392 1.1 I 1i4 1.50 .00 .00 1 .0
82.22 .02445 .024529 2.02 1.09 1.822 1.009 .013 .00 PIPE
I I 1 I 1 I I I I I I
1082.22 1117.81 1.086 1118.896 14.4 10.51 1.716 3120.fi12 .30 1.392 1.:14 1.50 .00 .00 1 .0
16.03 .02495 .024557 .39 1.19 1.834 1.000 .013 .00 PIPE
I 1 i 1 I I 1 I
1098.25 3118.21 1.088 3319.298 14.9 10.49 1.708 1121.006 .00 1.392 1 1.:14 I 1.50 .00 .00 1 .0
83.95 .02499 1_
I 1 .02449D 2.04 1.09 1.826 1.088 .013 .00 PIPE
I I 1 I I I I 1 I
1181.70 1120.25 1.088 1121.341 19.4 10.49 1.708 1123.050 .00 1.392 1.:44 1.50 .00 .00 1 .D
I-
84.38 .02499 .024407 2.06 1.09 1.826 1.0118 '.013 .00 PIPE
I I I I 1 I I 1 I
1266.08 1122.32 1.091 1123.911 14.4 10.46 1.698 1125.109 .20 3.392 1.34 1.50 .00 .00 1 .0
11.80 .02434 .024324 .29 1.29 1.816 1.091 .013 .00 PIPE
I 1 I I I I I I 1 I
12]].88 1122.61 1.091 1123.698 14.4 10.46 1.698 1125.396 I .20 I 1.392 I 1.34 1.50 .00 .00 1 .0
1_
23.59 .02434 .024327 .57 1.29 1.836 1.091 .013 .OD PIIS
I I 1 I I I I I I 1-
1301.42 1123.18 1.091 1129.271 14.4 10.46 1.699 1125.970 .00 1.392 1.39 1.50 .00 .00 1 .D
1-
72.16 .02951 .023194 1.67 1.09 1.816 1.0ee .013 .00 PILE
I I I I 1 I I I 1 1 I
1373.58 1124.95 1.136 1126.085 19.4 10.02 1.560 1127.645 .00 1.392 1.29 1.50 .00 .00 1 .0
24.13 .02451 .020982 .51 1.14 1.671 1.088 .013 ,00 PIES
I 1 I 1 I
1397.71 1125.54 1.193 1126.733 14.9 9.56 1.918 I I I 1128.151 .15 1.392 ..21 1 1.50 1 .00 .00 1 .0
1_
8.35 .02961 .019293 .16 1.35 1.510 1.086 .013 .00 PIPE
❑ W S P G N- CIVILDESIGN Vets 6.0 PAGE 2
For: SLI Inc, Riverside, California - SIN 625
WATER SURFACE PROFILE LISTING Date. 8-11-2004 Time:10:13: 6
Tractr.
.......... -rr......
* *rrr.•ra
Line 'A'
fn:inar........ ... «aaaa. rl Energy I.r.aaau r......a ........ .. r. .....a.... r
raara aaa.
I Invert I Depth I Water 1 0 t Vel rVel Super ICritic.11Flm, ToplHeight/IBaee Wtir INm Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D_1 EL IPrs/Pip
L/Etas ICh Slope l I
I EF Avel HF ISE IIpN IFZODde NlNoni DP I 'N' I I ZR ISype Ch
I I I I
1406.06 1125.75 1.232 1126.978 14.4 9.26 1.333 3128.330 .14 I 3.392 I 1.15 I 1.50 1 .00 I .00 1 .0
1_
7.65 .02461 .017919 .14 1.37 1.404 1.086 .013 ,00 PIPE
I I 1 I I I 1 I
1413.71 1125.93 1.302 1127.236 14.4 8.83 1.212 1328.448 I .11 I 1.392 1 1.02 3.50 .00 1 .00 �1 .0
2.69 .02461 .016711 .04 1.41 1.229 1.086 .013 .00 PIPE
I I I 1 I I I I
1416.40 1126.00 1.392 1127.392 14.4 8.42 1.101 1128.493 .08 1.392 .73 1.50 .00 .00 1 .0
WALL ENTRANCE ,
1 I 1 I I I 1 I I 1 I
1416.40 1126.00 2.687 1128.687 14.9 2.16 .072 1128.759 .01 I 1.209 I 1.83 3.00 .00 .00 0 .0
•
Page 1 V�
LNA. EDT
W S P G
N - EDIT LISTING - Version 6.0
Date: 8-11-2004
Time:10:13: 1
WATER SURFACE PROFILE
- CHANNEL DEFINITION
LISTING
PAGE
1
• CARD SECT
CHN
NO OF AVE
PIER HEIGHT 1 BASE
ZL ZR
INV Y(1) Y(2)
Y(3) Y(4)
Y(5) Y(6)
Y(7) Y(8)
Y(9) Y(10)
CODE
NO TYPE
PIER/PIP WIDTH DIAMETER WIDTH
DROP
CD
1 4
1
1.50
CD
2 4
1
3.00
❑
W S P G
N
PAGE NO
1
WATER SURFACE
PROFILE -
TITLE CARD
LISTING
HEADING
LINE NO 1
IS -
Tract 31344
HEADING
LINE NO 2
IS -
Line "A"
HEADING
LINE NO 3
IS -
-
fn:lna.wsn
❑
W S P G
N
PAGE NO
2
WATER SURFACE
PROFILE -
ELEMENT CARD LISTING
ELEMENT
NO 1 IS
A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W
ELEV
1000.00
1115.80
1
1115.80
ELEMENT
NO 2 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
•
1082.22
1117.81
1
.013
.000
.000
.000
0
ELEMENT
NO 3 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1098.25
1118.21
1
.013
45.022
-20.400
.000
0
ELEMENT
NO 4 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1266.08
1122.32
1
.013
.000
.000
.000
0
ELEMENT
NO 5 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1301.42
1123.18
1
.013
22.498
90.000
.000
1
ELEMENT
NO 6 IS
A REACH
—
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1397.71
1125.54
1
.013
.000
.000
.000
0
ELEMENT
NO 7 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1416.40
1126.00
1
.013
22.483
-47.630
.000
0
ELEMENT
NO 8 IS
A WALL ENTRANCE
U/S DATA
STATION
INVERT
SECT
FP
•
1416.40
1126.00
2
.250
ELEMENT
NO 9 IS
A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
Y
ELEV
Page 1
7"1
0
HYDRAULIC CALCULATIONS
LINE "B"
0
•
•
0
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
ToplHeight/IBase
WtI
INP Wth
Station
I Elev
(FT)
Elev
(CFS)
I (FPS)
Head
I Grd.E1.I
Elev
I Depth I
Width
IDia.-FTIor
I.D.I
ZL
IPrs/Pip
L/Elem
ICh Slopel
I
SF Avel
HF
ISE DpthlFroude
NINorm
Dp
I "N"
I I
ZR
IType
Ch
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
PIPE
1008.84
1116.58
1.731 1118.315
8.3
4.70
.393
1118.658
.00
1.116
.00
1.50
.00
.00
1
.0
HYDRAULIC
JUMP
1008.84
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
10.44
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
.OS
.72
2.351
.521
.013
.00
PIPE
1013.02
1116.97
.744 1117.718
8.3
9.99
1.398
1119.116
.00
1.116
1.50
1.50
.00
.00
1
.0
1.43
.09324
.024127
,n3
.79
2.lon
,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
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 1118.144
8.3
6.23
1.051
1119.195
.00
1.116
1.49
1.50
.00
.00
1
.0
.82
.09324
.016545
.01
.83
1..762
.521
,n13
_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
P
11
Tract 31344
Line E
lineb.wsn
h kh####RAAF+4R#*RAF*F#Y#1
kAArtA#M#f*###RAFrtrt##+Rkk#hrtY#*kR#hFRAFMiM##RFFFFFR##*1
hRFF*f+4k#fAhF*M#i####M#h*#ArtfYi####+##AAf#1M##*A#f
Invert
Depth
Water
Q
Vel
Vel
Energy
l Super
lCriticallFlow
ToplHeight/lBase
Wtl
lNo Wth
Station
l Elev
(FT)
Elev(CFS)
(FPS)
Head
Grd.El.l
Elev
l Depth
l Width
lDia.-FTlor
I.D.I
ZL
lPrs/Pip
L/Elem
lCh Slopel
SF Avel
HF
ISE DpthlFroude
NlNorm
Dp
l "N" I
l
ZR
IType Ch
f#Ai##Ff#RhAF#YfYh#AkArtRYI##h*#RARF#f##hhFY###R#R#ih#M#RA#*A##*Y##*#RirtrtY#F##R*AYrtY#k#h#RYFIY#Rhh##*rtM#f
#fI##}#hR#*A#h#
1017.45
1117.39
.866
1118.253
8.3
7.89
.955
1119.208
I
.00
1.116
1.98
1.50
I
.00
.00
1 .0
.66
.09324
.014623
.01
.87
1.635
.521
.013
.00
PIPE
1018.11
1117.45
.901
1118.350
8.3
7.48
.868
1119.218
I .00
1.116
11.47
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
I .00
1.116
I 1.45
1.50
.00 I
.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
1.43
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
1019.47
1117.58
1.065
1118.641
8.3
6.18
.593
1119.234
I .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
I 1.50
.00 I
.00
1 .0
WALL
ENTRANCE
1019.52
l
1117.58
1.996
1119.576
8.3
.59
.005
1119.581
.00
.352
7.00
4.50 7.00
.00
0 .0
IV.
HYDRAULIC CALCULATIONS
EXISTING 24" CULVERT
•
u
3�
• Existing 24" Storm Drain at Rancho Vista
An existing 24" storm 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 storm flow from Tract 3713 is 14.4 CFS and this
value will remain unchanged in the post development condition. Because Tract 3137
conveys storm 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,
and a check with both city and county agencies has resulted in no further insight into the
design of this system. As the storm drain in question is a portion of a larger system
designed as part of a Tract, there must have been some review of this design and as it
crosses under a paved street, there must have been some permanence in the design. In
other words, the system was 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.
The existing pipe was examined based on what was considered the worst case 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 = 0.5%, pipe diameter =24", length = 95 feet and tail water
elevation = 1120. Even under these extremes, the water surface at the existing manhole
stays well below the lip of the manhole. A second calculation was preformed using the
same criteria but increasing the flow to a point where the water surface elevation at the
inlet was equal to the top of curb. The additional head increased the flow capacity of the
existing culvert to almost 35CFS.
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 Inlet I Inlet Total Tctal Capture Gutter Gutter
Type ( Intercepted Bypassed Efficiency Spread Depth
Flow Flow (8) (ft) I (ft)
(cfs) (cfs)
-______I______________________I___________-_---------- I------------ I I________
I-1 Generic Inlet Generic Default 1008 0.00 0.00 100.0 I 0.00 0.00
---------------------------------------------------------------------------------------------------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1
Label Number I Section Section I Length Total Average I Hydraulic I Hydraulic
of Size I Shape (ft) System Velocity Grade I Grade
Sections I I I I (cFlowfs) I (ft/s) Upstream Downstream
(ft) (ft)
- -----�------------------------- —------- ------- ---------- ----------- ------------
P-1 1 24 inch Circular 95.00 I 35.00 11.14 1,122.27 1,120.00
------------------------------------------------------------------------------------------------
Label Total
Ground
Hydraulic
Hydraulic
System
Elevation
Grade
Grade
Flow
(ft)
I Line In
Line Out
(cfs)
I (ft)
(ft)
0-1 35.00
----------- ,I-----------
1,120.00
1,120.00
I_________ -_I
1,120.00
1-1 35.00 (
------------------------------------------------------
1,122.80
1,122.87
1,122.27
Completed: 11/11/2004 08:40:25 AM
•
Title: Gallery Portraits Project Engineer: TERRY FRITZ
b:1 ... \gallery portraitstreportstproject1.stm MR TERRY FRITZ StornICAD v5.5 [5.5005]
11/11/04 08:41:01 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 LISA +1-203-7551666 Page 1 of 1 2�
0
V.
CATCH BASIN SIZING CALCULATIONS
•
•
Tract 31344 Portrait Lane
Worksheet for Curb Inlet In Sag
•oject Description
Worksheet Curb Inlet -1
Type Curb Inlet In
Sag
Solve For Spread
Input Data
Discharge
8.30 cfs
Gutter Width
2.00 It
Gutter Cross
0.083 ft/ft
Slope
300
Road Cross
0.035 ft/ft
Slope
000
Curb Opening
7.00 ft
Length
Opening Height
0.83 ft
Curb Throat Type
Incline
d
Local Depression
4.0 in
Local Depression
4.00 It
Width
Throat Incline
45.00 degre
Angle
as
Results
read
11.4 ft
6
pth
0.50 ft
Gutter
1.2 in
Depression
Total
5.2 in
Depression
•
Project EngineerRMl
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LOCAL OCPRCSSION (W
L.O.l
BUREAU OF PUBLIC ROADS
DIVISION TWO WASH.,
NOMOGRAPH FOR CAPACITY
OF CURB
D.C.
OPENING
INLETS AT LOW POINTS'
0
VI.
HYDROLOGY MAP
•
3n
T A&f _3/344
» \§
\\
O/F �7Zr HYPAO/OGY MAP \�
.....
■
�
�
(
N- m,
0' FAULT f4AZARD
N.
11 PROP. DOWNDRAIN PER TR. 3713
A A
-A
1
V
y
)y
pepry
;
!1131
;L
q 44b
ZA D
DATE oACC'D
BENCH MAR)I,(
SCA L E SEAL: Esi
Horizontal
DAM G. CURRINGTO.NY
Ly r
SE -E- ABOVE AS SHOWN RCE No. 58883
vertical Exp. 03-30-07
�,
CIVIL
Designed B
IBS
R. C. E. No.
R. C. E. No.
C
Drawn 8y checked By
0S D.G.C.
Plans Prepared Under Supervision Of
Date:
C5888i
.058883 Expires Oql�O07
RECOMMENDED B Y.- DA; : —
ACCEPTED BY: -1 DA jTE.-
RONALD J. PARKS
DEPUTY DIRECTOR OF PUBLIC WORKS
R, C. E. No. 19744 Expires 09-,X0-05
CITY OF TEMECULA
DEPARTMENT OF PUBLIC WORKS
3134
TRA%(.*0*`r1 NO.
ON SITE HYDROLOGY MAP
Drawing No.
'4
Sheet I off