HomeMy WebLinkAboutHyrology&Calculation(Sept.15,1999)
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HYDROLOGY & HYDRAULIC
CALCULATION
FOR
TRACT 23513 ..
COUNTY OF RIVERSIDE
RECF!\lFD
SEP 16 1999
CITY OF Ttl\lt:~uLA
ENGINEERING DEPARTMENT
PREPARED UNDER THE SUPERVISION OF:
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Paul R. uddleston Jr. R.C.E. 58020 Exp. 6/30/01 Date:
HUNSAKER & ASSOC~TES
IRVINE, INC
INLAND EMPIRE REGION
2900 ADAMS STREET, SUITE A-15 . ..
RIVERSIDE CA 92504 19091352-7200
PLANNING/ENGINEERING/SURVEYING/GOVERNMENT RELATIONS.
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INTRODUCTION
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11
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INTRODUCTION
A.
PROJECT LOCATION
The proposed development is Tract Map Number 29381,
located in the County of Riverside (see Vicinity Map for
details.)
B. STUDY PURPOSE
The purposed of this study is:
1.
To compare the runoffs produced under the undeveloped
condition and the new runoffs produced after the comp-
Letion of the proposed development.
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2. To examine the Street flow capacity.
C. DISCUSSION AND CONCLUSION
1. The new 100 year runoff at discharge point node 11 (see
Hydrology Map) increases from 66.8 cfs to 85.4 cfs
This 18.7 cfs should not make significant impact to the
existing storm drain.
2. The existing culvert (2-50"x31" CMP Arch-Pipe) will
have a maximum flow capacity of 60 cfs per barrel (see
Hydraulics Calculation)which mean that the existing
culvert is adequate to handle the new projected flow of
68.30 cfs. (see culvert Hydrology)
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VICINITY MAP
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RANCHO"VISTA B,Op...D
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STATE HIGHWAY 79
VICINITY MAP
N.T.S.
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HYDROLOGY
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LEGEND .
- SOILS GROUP BOUNDARY
A SOILS GROUP DESIGNATION
RCFcaWCD
HYDROLOGY l'lJANUAL
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HYDROLOGIC SOILS GROUP MAP
FOR
TEMECULA
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o FEET 5000
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DEVELOPED CONDITION
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 09/1 0/99
TENTATIVE TRACT MAP NUMBER 23513 W,O 1635-23513
100 YEAR STORM HYDROLOGY STUDY
DEVELOPED CONDITION
FILENAME F:\JERR Y\PROJEC1\HYDRO\HY -DEV
********* Hydrology Study Control Information **********
Hunsaker & Associates Irvine, Inc. - SIN 647
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
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Standard intensity-duration curves data (Plate 0-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco I area used.
10 year storm 10 minute intensity = 2.360 (in.lhL)
10 year storm 60 minute intensity = 0.880 (in./hL)
100 year storm 10 minute intensity = 3.480 (in./hL)
100 year storm 60 minute intensity = 1.300 (in./hL)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hL)
Slope of intensity duration curve = 0.5500
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Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance ~ 320.000(Ft.)
Top (of initial area) elevation = 1250.000(Ft.)
Bottom (of initial area) elevation = 1245.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.01563 s(percent)= 1.56
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11,080 min.
Rainfall intensity = 3.292(InlHr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.814
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0,000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 1.875(CFS)
Total initial stream area = 0.700(Ac.)
Pervious area fraction = 0.800
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Process from Point/Station 2.000 to Point/Station 3.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
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Top of street segment elevation = 1245.000(Ft.)
End of street segment elevation = 1217.000(Ft.)
Length of street segment = 270.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 14.000(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [I] side(s) of the street
Distance from curb to property line = II.OOO(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2,OOO(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 = 4.419(CFS)
Depth of flow = 0.278(Ft.), Average velocity = 6.353(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.543(Ft,)
Flow velocity = 6.35(Ft/s)
Travel time = 0.71 min. TC = 11.79 min.
Adding area flow to street
SINGLE FAMll.. Y (1 Acre Lot)
Runoff Coefficient = 0.811
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0,000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 3.181(In/Hr) for a 100.0 year storm
Subarea runoff = 4.902(CFS) for 1.900(Ac.)
Total runoff = 6.776(CFS) Total area = 2.600(Ac.)
Street flow at end of street = 6.776(CFS)
Half street flow at end of street = 6.776(CFS)
Depth of flow = 0.31 I (Ft.), Average velocity = 6.972(Ft/s)
Flow width (from curb towards crown)= 9. I 94(Ft.)
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Process from Point/Station 3.000 to Point/Station 4.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
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Top of street segment elevation = 1217.000(Ft)
End of street segment elevation = 1195.500(Ft)
Length of street segment = 220.000(Ft)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 14.000(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [I] side(s) of the street
Distance from curb to property line = 11.000(Ft)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 9.513(CFS)
Depth of flow = 0.343(Ft.), Average velocity = 7.363(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1O.795(Ft)
Flow velocity = 7.36(Ft/s)
Travel time = 0.50 min. TC = 12.29 min,
Adding area flow to street
SINGLE FAMILY (I Acre Lot)
Runoff Coefficient = 0.809
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0,000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0,200
Rainfall intensity = 3.11O(In/Hr) for a 100.0 year storm
Subarea runoff = 5.284(CFS) for 2.100(Ac,)
Total runoff = 12.061(CFS) Total area = 4.700(Ac.)
Street flow at end of street = 12.061(CFS)
Half street flow at end of street = 12.061(CFS)
Depth of flow = 0.365(Ft.), Average velocity = 7.782(Ft/s)
Flow width (from curb towards crown)= 11.930(Ft)
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Process from Point/Station 4.000 to Point/Station 5.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1195.500(Ft.)
End of street segment elevation = 1170.000(Ft.)
Length of street segment = 265.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 14.000(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break (vlhz) = 0.083
Slope from grade break to crown (vlhz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 11.000(Ft.)
Slope from curb to property line (vlhz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 13.985(CFS)
Depth of flow = 0.316(Ft.), Average velocity = 6.82 I (Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.479(Ft.)
Flow velocity = 6.82(Ft/s)
Travel time = 0,65 min. TC = 12.93 mm.
Adding area flow to street
SINGLE FAMll.. Y (I Acre Lot)
Runoff Coefficient = 0.807
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 3.023(In/Hr) for a 100.0 year storm -
Subarea runoff = 3,659(CFS) for 1.500(Ac.)
Total runoff = 15.720(CFS) Total area = 6.200(Ac.)
Street flow at end of street = 15,720(CFS)
Half street flow at end of street = 7.860(CFS)
Depth of flow = 0.326(Ft.), Average velocity = 7.004(Ft/s)
Flow width (from curb towards crown)= 9.977(Ft.)
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Process from Point/Station 5.000 to Point/Station 5.000
.... CONFLUENCE OF MINOR STREAMS ....
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.200(Ac.)
Runoff from this stream = 15.720(CFS)
Time of concentration = 12.93 min.
Rainfall intensity = 3.023(In/Hr)
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Process from Point/Station 6.000 to Point/Station 2.000
**** INITIAL AREA EV ALUA TION ****
Initial area flow distance'; 320.000(Ft.)
Top (of initial area) elevation = 1250.000(Ft.)
Bottom (of initial area) elevation = 1245.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.01563 s(percent)= 1.56
TC = k(0.480)*[(1ength^3)/(elevation change)I^0.2
Initial area time of concentration = 11.080 min.
Rainfall intensity = 3.292(InlHr) for a 100.0 year storm
SINGLE FAMILY (I Acre Lot)
Runoff Coefficient = 0.814
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 1.607(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 0.800
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Process from Point/Station 2.000 to Point/Station 3.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
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Top of street segment elevation = I245.000(Ft.)
End of street segment elevation = I217,OOO(Ft.)
Length of street segment = 270.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = I4.000(Ft.)
Distance from crown to crossfall grade break = I2,OOO(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [11 side(s) of the street
Distance from curb to property line = 11.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(10.)
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 = 2.4IO(CFS)
Depth of flow = 0.236(Ft.), Average velocity = 5.652(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 5.475(Ft.)
Flow velocity = 5.65(Ft/s)
Travel time = 0.80 min, TC = 11.88 min.
Adding area flow to street
SINGLE FAMILY (I Acre Lot)
Runoff Coefficient = 0.811
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 3.169(In/Hr) for a 100.0 year storm
Subarea runoff = 1.541(CFS) for 0.600(Ac.)
Total runoff = 3.I48(CFS) Total area = 1.200(Ac.)
Street flow at end of street = 3,148(CFS)
Half street flow at end of street = 3.148(CFS)
Depth of flow = 0.254(Ft.), Average velocity = 5.932(Ft/s)
Flow width (from curb towards crown)= 6.356(Ft.)
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Process from Point/Station 3.000 to Point/Station 4.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
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Top of street segment elevation = 1217.000(Ft.)
End of street segment elevation = I I 95.500(Ft.)
Length of street segment = 220.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 14.000(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0,020
Street flow is on [I] side(s) of the street
Distance from curb to property line = 11.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.115(CFS)
Depth of flow = 0.291(Ft.), Average velocity = 6.403(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8. I 99(Ft.)
Flow velocity = 6.40(Ft/s)
Travel time = 0.57 min, TC = 12.45 min,
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.809
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 3.087(InJHr) for a 100,0 year storm
Subarea runoff = 3.745(CFS) for 1.500(Ac.)
Total runoff = 6.892(CFS) Total area = 2,700(Ac.)
Street flow at end of street = 6.892(CFS)
Half street flow at end of street = 6.892(CFS)
Depth of flow = 0.314(Ft.), Average velocity = 6.840(Ft/s)
Flow width (from curb towards crown)= 9.386(Ft.)
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Process from Point/Station 4,000 to Point/Station 5,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
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Top of street segment elevation = I I 95.500(Ft.)
End of street segment elevation = 1170.000(Ft.)
Length of street segment = 265.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 14.000(Ft.)
Distance from crown to crossfall grade break = 12,OOO(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [I] side(s) of the street
Distance from curb to property line = II.OOO(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 9.828(CFS)
Depth of flow = 0.346(Ft.), Average velocity = 7.374(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1O.982(Ft.)
Flow velocity = 7.37(Ft/s)
Travel time = 0.60 min. TC = 13.05 mm.
Adding area flow to street
SINGLE FAMILY (I Acre Lot)
Runoff Coefficient = 0.806
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 3.009(InlHr) for a 100.0 year storm
Subarea runoff = 5,581(CFS) for 2.300(Ac.)
Total runoff = 12.473(CFS) Total area = 5.000(Ac.)
Street flow at end of street = 12.473(CFS)
Half street flow at end of street = 12.473(CFS)
Depth of flow = 0.369(Ft.), Average velocity = 7.798(Ft/s)
Flow width (from curb towards crown)= 12,136(Ft.)
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$
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 5.000
.... CONFLUENCE OF MINOR STREAMS ....
Along Main Stream number: I in normal stream number 2
Stream flow area = . 5.000(Ac.)
Runoff from this stream = 12.473(CFS)
Time of concentration = 13.05 min.
Rainfall intensity = 3.009(InlHr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfall Intensity
(InJHr)
I 15.720 12.93 . 3.023
2 12.473 13.05 3.009
Largest stream flow has longer or shorter time of concentration
Qp = 15,720 + sum of
Qa Tbrra
12.473. 0,991 = 12.364
Qp = 28.084
.
Total of 2 streams to confluence:
Flow rates before confluence point:
15.720 12.473
Area of streams before confluence:
6.200 5.000
Results of confluence:
Total flow rate = 28,084(CFS)
Time of concentration = 12.934 min.
Effective stream area after confluence = 11.200(Ac.)
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 8.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
.
Top of street segment elevation = 1170.000(Ft.)
End of street segment elevation = 1164.000(Ft.)
Length of street segment = 295.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [I] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 28.962(CFS)
Depth of flow = 0.598(Ft.), Average velocity = 4.900(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 4,88(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 23.550(Ft.)
Flow velocity = 4.90(Ftfs)
Travel time = 1.00 min. TC = 13.94 min.
Adding area flow to street
SINGLE FAMll.. Y (I Acre Lot)
Runoff Coefficient = 0,803
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 2.902(In/Hr) for a 100.0 year storm
Subarea runoff = 1.632(CFS) for 0.700(Ac.)
Total runoff = 29.7l6(CFS) Total area = 11.900(Ac,)
Street flow at end of street = 29.7 I 6(CFS)
Half street flow at end of street = 29.7l6(CFS)
Depth of flow = 0.602(Ft.), Average velocity = 4.920(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 5.1 I (Ft.)
Flow width (from curb towards crown)= 23.775(Ft.)
End of computations, total study area = 11.90 (Ac.)
The following figures may
be used for a unit hydro graph study of the same area.
.
R€>
.
Area averaged pervious area fraction(Ap) = 0.800
Area averaged RI index number = 56.0
.
.
~
.
EXISTING CONDITION
.
.
7,-7/
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 07/22/99
TRACT MAP NOS. 235.13 W.O. 1635-23513
100 YEAR STORM HYDROLOGY
EXISTING CONDITION
FILENAME: F:\JERRY - WF\PROJEC1\23513\HYDRO\HYD-EX
********* Hydrology Study Control Information **********
Hunsaker & Associates Irvine, Inc. - SIN 647
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
.
Standard intensity-duration curves data (Plate D-4.I)
For the [ Murrieta,Tmc,Rnch CaNorco I area used.
10 year storm 10 minute intensity = 2.360 (in.lhr.)
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:
I hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EV ALVA nON ****
.
Initial area flow distance = 21O.000(Ft.)
Top (of initial area) elevation = 1259.000(Ft.)
Bottom (of initial area) elevation = 1248.000(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.05238 s(percent)= 5.24
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.116 min.
Rainfall intensity = 3.907(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.880
1J7
.
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = OAOO
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.600
RI index for soil(AMC '3) = 93.76
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = '. 1.375(CFS)
Total initial stream area = OAOO(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = I 248.000(Ft.)
End of natural channel elevation = 1214.000(Ft.)
Length ofnaturaI channel = 215.000(FL)
Estimated mean flow rate at midpoint of channel = 3.266(CFS)
.
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 7.14(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.1581
Corrected/adjusted channel slope = 0.1391
Travel time = 0.50 min. TC = 8.62 min.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.865
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3.780(In/Hr) for a 100.0 year storm
Subarea runoff = 3.598(CFS) for I.IOO(Ac.)
Total runoff = 4.973(CFS) Total area = 1.500(Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
z..A..
.
Top of natural channel elevation = 1214.000(Ft.)
End of natural channel elevation = 1193.000(Ft.)
Length of natural channel = 220.000(Ft.)
Estimated mean flow rate at midpoint of channel = 9.117(CFS)
Natural valley channel type used
L.A. County flood contror.district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 7.54(Ft/s)
Correction to map slope used on extremely rugged chann~ls with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0955
Corrected/adjusted channel slope = 0.0955
Travel time = 0.49 min. TC = 9.10 min.
.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89,80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3.667(InlHr) for a 100.0 year storm
Subarea runoff = 7.924(CFS) for 2.500(Ac.)
Total runoff = 12.897(CFS) Total area = 4.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1193.000(Ft.)
End of natural channel elevation = 1174.000(Ft.)
Length of natural channel = 290.000(Ft.)
Estimated mean flow rate at midpoint of channel = 15.960(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 7.22(Ft/s)
.
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0655
Corrected/adjusted channel slope = 0.0655
Travel time = 0.67 min. TC = 9.77 min.
1...{y
.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3.527(In/Hr) for a 100.0 year storm
Subarea runoff = 5.783(CFS) for 1.900(Ac.)
Total runoff = 18.680(CFS) Total area = 5.900(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 5.000
**** SUBAREA FLOW ADDITION ****
.
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 9.77 min.
Rainfall intensity = 3.527(InlHr) for a 100.0 year storm
Subarea runoff = 5.174(CFS) for 1.700(Ac.)
Total runoff = 23.854(CFS) Total area = 7.600(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 8.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = lI74,Ooo(Ft.)
End of natural channel elevation = 1155.000(Ft.)
Length of natural channel = 290.000(Ft.)
Estimated mean flow rate at midpoint of channel = 25.580(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 8.20(Ft/s)
.
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0655
Corrected/adjusted channel slope = 0.0655
7Y
.
.
.
Travel time = 0.59 min. TC = 10.36 min.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.862
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3.415(InIHr) for a 100.0 year stonn
Subarea runoff = 3.237(CFS) for 1.l00(Ac.)
Total runoff = 27.092(CFS) Total area = 8.700(Ac.)
End of computations, total study area = 8.70 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area,
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.3
I
I
~"\
.
EXISTING CULVERT
.
.
156
.
Riverside County Rational Hydrology Program
CIVILCADDICIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydro1ogy Study Date: 07/23/99
TRACT MAP NOS. 23513 W.O. 1635-23513
100 YEAR STORM HYDROLOGY
RUNOFF FLOW AT EXIST. 2-50"x31" CMP ARCH PIPE
FILENAME:F:\JERRY - WF\PROJEC1\235l3IHYDRo\CUL VERT
......... Hydrology Study Control Information ..........
Hunsaker & Associates Irvine, Inc. - SIN 647
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
.
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco I area used.
10 year storm 10 minute intensity = 2.360 (in.lhr.)
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:
I hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
.
7A
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EV ALUA nON ****
.
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 1284.000(Ft.)
Bottom (of initial area) elevation = l280.000(Ft.)
Difference in elevation = 4.000(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.480)*[(1ength^3)/(elevation change)I^O.2
Initial area time of concentration = 13.245 min.
Rainfall intensity = 2.984(In/Hr) for a 100,0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.806
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 1O.339(CFS)
Total initial stream area = 4.300(Ac.)
Pervious area fraction = 0.800
.
'?ti
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = I280.000(Ft.)
End of natural channel elevation = I270.000(Ft.)
Length of natural channel = 380.000(Ft)
Estimated mean flow rate at midpoint of channel = 17.Q72(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 4.66(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate 0-6.2)
Normal channel slope = 0.0263
Corrected/adjusted channel slope = 0.0263
Travel time = 1.36 min. TC = 14.60 min.
.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.854
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group 0 = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.828(In/Hr) for a 100.0 year storm
Subarea runoff = 13.528(CFS) for 5.600(Ac.)
Total runoff = 23.867(CFS) Total area = 9.900(Ac.)
.
'7~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 5.000
.... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ....
Top of natural channel elevation = 1270.000(Ft.)
End of natural channel elevation = 1216.000(FL)
Length of natural channel = 400.000(Ft.)
Estimated mean flow rate at midpoint of channel = 28.206(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 11.62(Ftls)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate 0-6.2)
Normal channel slope = 0.1350
Corrected/adjusted channel slope = 0.1245
Travel time = 0.57 min. TC = 15.18 min.
.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.853
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group 0 = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.769(In/Hr) for a 100.0 year storm
Subarea runoff = 8.505(CFS) for 3.600(Ac.)
Total runoff = 32.372(CFS) Total area = 13.500(Ac,)
.
}~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1216.00(Ft.)
Downstream point/station elevation = 1215.50(Ft.)
Pipe length = 1140.00(Ft.) Manning's N = 0.013
No. of pipes = I Required pipe flow = 32.372(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 32.372(CFS)
Normal flow depth in pipe = 45.02(In,)
Flow top width inside pipe = 23.15(In.)
Critical Depth = 20.29(In.)
Pipe flow velocity = 2.64(Ft/s)
Travel time through pipe = 7.19 min.
Time of concentration (TC) = 22.37 min.
.
.
?;"r1
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Starion 6.000 to Point/Station 6.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 13.500(Ac.)
Runoff from this stream = 32.372(CFS)
Time of concentration = 22.37 min.
Rainfall intensity = 2.237(InIHr)
Program is now starting with Main Stream No.2
.
.
:A
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station 10.000
.... INITIAL AREA EV ALVA TION ....
.
Initial area flow distance = 500.000(R)
Top (of initial area) elevation = I250.000(R)
Bottom (of initial area) elevation = 1245.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.480)'Wength^3)/(elevation change)I^0.2
Initial area time of concentration = 14.482 min.
Rainfall intensity = 2.841(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.802
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 5.694(CFS)
Total initial stream area = 2.500(Ac.)
Pervious area fraction = 0.800
.
'?~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** IMPROVED CHANNEL TRAVEL TIME ****
.
Upstream point elevation = I 250.00(Ft.)
Downstream point elevation = 1245.00(Ft.)
Channel length thru subarea = 370.00(Ft.)
Channel base width = O.OOO(Ft.)
Slope or Z' of left channel bank = 2.000
Slope or Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 8. I 99(CFS)
Manning's N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 8.199(CFS)
Depth of flow = 1.063(Ft.), Average velocity = 3.643(Ft/s)
!!W aming: Water is above left or right bank elevations
Channel flow top width = 4.000(Ft.)
Flow Velocity = 3.64(Ft/s)
Travel time = 1.69 min.
Time of concentration = 16.17 min.
Critical depth = 1.008(Ft.)
ERROR - Channel depth exceeds maximum allowable depth
Adding area flow to channel
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.796
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0,800; Impervious fraction = 0.200
Rainfall intensity = 2.673(In/Hr) for a 100.0 year stonn
Subarea runoff = 4.684(CFS) for 2.200(Ac,)
Total runoff = 1O.378(CFS) Total area = 4.700(Ac.)
.
'?~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 13.000
.... IMPROVED CHANNEL TRAVEL TIME ....
.
Upstream point elevation = 1245.00(Ft.)
Downstream point elevation = 1231.00(Ft.)
Channel length thru subarea = 220.00(Ft.)
Channel base width = O.OOO(Ft.)
Slope or Z' of left channel bank = 2,000
Slope or Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 10.709(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 10.709(CFS)
Depth of flow = 0.890(Ft.), Average velocity = 6.761(Ft/s)
Channel flow top width = 3.560(Ft.)
Flow Velocity = 6.76(Ft/s)
Travel time = 0.54 min.
Time of concentration = 16.72 min.
Critical depth = 1.109(Ft.)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 2.625(In/Hr) for a 100.0 year storm
Subarea runoff = 0.698(CFS) for 0.300(Ac.)
Total runoff = 11.077(CFS) Total area = 5.000(Ac.)
.
,?1
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 5.000(Ac.)
Runoff from this stream = 11.077(CFS)
Time of concentration = 16.72 min.
Rainfall intensity = 2.625(In/Hr)
.
.
"fb
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 13.000
**** INITIAL AREA EV ALUA TION ****
.
Initial area flow distance = 530.000(Ft.)
Top (of initial area) elevation = 1241.000(Ft.)
Bottom (of initial area) elevation = 1231.000(Ft)
Difference in elevation = 1O.000(Ft)
Slope = 0.01887 s(percent)= 1.89
TC = k(0.480)*[(1ength^3)/(elevation change)]^0.2
Initial area time of concentration = 13.056 min.
Rainfall intensity = 3.008(InlHr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.806
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil gfOUP C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 7.762(CFS)
Total initial stream area = 3.200(Ac.)
Pervious area fraction = 0.800
.
."..
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 13.000
.... CONFLUENCE OF MINOR STREAMS ....
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.200(Ac.)
Runoff from this stream = 7.762(CFS)
Time of concentration = 13.06 min.
Rainfall intensity = 3.008(InlHr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (nun)
Rainfall Intensity
(In/Hr)
.
11.077 16.72 2.625
2 7.762 13.06 3.008
Largest stream flow has longer time of concentration
Qp = 11.077 + sum of
Qb Ia/Ib
7.762' 0.873 = 6.775
Qp = 17 .852
Total of 2 streams to confluence:
Flow rates before confluence point:
11.077 7.762
Area of streams before confluence:
5.000 3.200
Results of confluence:
Total flow rate = 17.852(CFS)
Time of concentration = 16.717 min.
Effective stream area after confluence = 8.200(Ac.)
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Starion 13.000 to Point/Station 6.000
**** IMPROVED CHANNEL TRAVEL TIME ****
.
Upstream point elevation = 1231.00(Ft.)
Downstream point elevation = 1215.50(Ft.)
Channel length thru subarea = 200.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or Z' of left channel bank = 2.000
Slope or Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 18,178(CFS)
Manning's N' = 0.030
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 18.178(CFS)
Depth of flow = 1.037(Ft,), Average velocity = 8.459(Ft/s)
!!Warning: Water is above left or right bank elevations
Channel flow top width = 4.000(Ft.)
Flow Velocity = 8.46(Ft/s)
Travel time = 0.39 min.
Time of concentration = 17.11 min.
Critical depth = 1.359(Ft.)
ERROR - Channel depth exceeds maximum allowable depth
Adding area flow to channel
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.794
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 2.592(In/Hr) for a 100.0 year storm
Subarea runoff = 0.617(CFS) for O.3oo(Ac.)
Total runoff = 18.469(CFS) Total area = 8.500(Ac.)
.
IX:J.
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 6.000
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.850
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 17 .11 min.
Rainfall intensity = 2.592(In/Hr) for a 100.0 year storm
Subarea runoff = 1.l02(CFS) for 0.500(Ac.)
Total runoff = 19.571(CFS) Total area = 9.000(Ac.)
.
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 6.000
.... CONFLUENCE OF MAIN STREAMS ....
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 9.000(Ac.)
Runoff from this stream = 19.571(CFS)
Time of concentration = 17.11 min.
Rainfall intensity = 2.592(InlHr)
Summary of stream data:
Stream . Flow rate . TC
No. (CFS) (min)
Rainfall Intensity
(In/Hr)
.
1 32.372 22.37 2.237
2 19.571 17.11 2.592
Largest stream flow has longer time of concentration
Qp = 32.372 + sum of
Qb Ia/Ib
19.571' 0.863 = 16.890
Qp = 49.262
Total of 2 main streams to confluence:
Flow rates before confluence point:
32.372 19.571
Area of streams before confluence:
13.500 9.000
Results of confluence:
Total flow rate = 49.262(CFS)
Time of concentration = 22.367 min.
Effective stream area after confluence = 22.500(Ac.)
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 7.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 12l5.500(FL)
End of natural channel elevation = 1202.000(Ft.)
Length of natural channel = 300.000(FL)
Estimated mean flow rate at midpoint of channel = 53.093(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean"channel flow = 8.35(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0450
Corrected/adjusted channel slope = 0.0450
Travel time = 0.60 min. TC = 22.97 min.
.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.842
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.205(In/Hr) for a 100,0 year storm
Subarea runoff = 6.498(CFS) for 3.500(Ac.)
Total runoff = 55,760(CFS) Total area = 26.000(Ac.)
.
M..
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 8.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1202.000(Ft.)
End of natural channel elevation = 1165,OOO(Ft.)
Length of natural channel = 750.000(Ft.)
Estimated mean flow rate at midpoint of channel = 60.049(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 9.07(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0493
Corrected/adjusted channel slope = 0.0493
Travel time = 1.38 min. TC = 24.34 min.
.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.840
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2. 135(ln/Hr) for a 100.0 year storm
Subarea runoff = 7,1 77(CFS) for 4.000(Ac.)
Total runoff = 62.937(CFS) Total area = 30.000(Ac.)
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.000 to Point/Station 8.000
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.840
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 24.34 min.
Rainfall intensity = 2. I 35(InIHr) for a 100.0 year storm
Subarea runoff = 5.383(CFS) for 3.000(Ac.)
Total runoff = 68.319(CFS) Total area = 33.000(Ac.)
End of computations, total study area = 33.00 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
.
Area averaged pervious area fraction(Ap) = 0.916
Area averaged RI index number = 69.5
.
'-*'
.
HYDRAULIC CALCULATIONS
.
.
A,"\
._" --.--.
x_..___..__ ",'""_~~._~
.
.
i.
',:;. ~t -,: :.-.: . ~ .. ; ~'.. :.-':...~ ':...;
;/&.1, .::-. ~<;~
....:.
, '
~
1
MAX, 'rN, 9,
~
In d)
t- III
(1) C:J
II
n
I
-
FLow
--~- :E'X 1ST -Z,;;-SO"X -o{~C.MF-ARCHCU\..YE RTS E'er.
NoT.S.
'O\::: I t:..RM\t4E.: MAx\MuM FlaW ~t='A-c \TY C. M.&'x w. s E\..EV.
<3..,-of' OF W.bLL..)
H~b - a.15 /'2.56 - 1.45
Q = GO.a C-Pa / eAv:z.~L (~ Aa::>M "T\otE
C\;~e\ )
. Q GOX'Z - I~O c:3fe Mb.X. CUl..Vld>G\ ~~C\\'1
-. -
"
~.
.
.
'.
EXI5l': CULVe.l2'T \-\YD2AULlC ,6..~L~\5
GIVEN:
Q = Ge,30 cfs ,(E'X\5T. Cl1LYEeT NEW P\a:1-.lEc I t=\-> Ft.OW)
., 34-. \~ cfs ~'2.. 15"-I2.l2EL
n -= 0.024 (eMF.)
L" 70,0 ft,
bET~MIJ-tE: E\--t'\2ANCE CO~L \-\E.6-.'OWA~~ C\-'..w)
. \4~o =- 0,88' (SEE"ATTAc.I-\1:=:'D C~~_'34)
HW = o,88X 2.58 .,
Z.21 FT
.
O\<" < 3,7S
\~l.E"T Co~t<O
bET\::~M\\-.lt::.: OUT11='T CO\-.lTQOL t-\EA.OW,6,.,lE,>? C HW)
He. -= 0,.50
l-\ = 0_ ~o FT: C.6ee .6.\Tt.>.CHct;J c\-\~ a<:::>)
de = I.se LeE'1Z A.\TACI-\I::.P C~'e\31)
c\d P \,58+ 2,58
::
'2 2
L<ib ., LOo- n:
\-Iv-! .". \-I ;- no - (Le.:o)
= 1.~8 FT:
'= 'no
'" O~;- \.'~8- \,0 = 1.Be:> PI OL\-rU::'=T
'. "'=I-4T'd::l L
.~ EXI'3T Q..!LVE.'2T WILL6E.~PEl2A\\I4~.~T II-I.LET a:?l....tt12OL
Wrn-J c~:)l..rr~l\N.G \-\.W, c:>\"" e. '2, F\.
y = <S>";
/p...
= 34,JE>
8.\
"
_ ,3,0:>0 r=f"S / \3.6.'i2-t2SL
~
1-8-1
m
HEADWATER DEPTH FOR
C.M. PIPE-ARCH CULVERTS
WITH INLET CONTROL
· 0 CHART 34
,5,000
J 16'-7- I: 10'-1- 4,000
15'-4-x 9'-3- 3,QOO EXAMPLE
Sill: 36- I 22-
2,000 g.20ch
'" 12'-10..8'-4-
",d HW .. HW
" 0 (tll'l
coo
...... II'-S-x 7'-3- I" 1.10 2.0
"'..
ffi~ 1,000 12) I.IS 2.1
z-' 800 131 1.22 2.2
~~
"" 9'- 6- Jl. 6'-5- 600 -0 in hd
.....
;:;" 500
'"
!!!'"
.... 8'-2-:11 S'-g- 400
U>
1 300
7'-0. a S'-I-
200
:J: 6'-1- x 4'-7-
0
a: .-
<l ./
, ./
w '" 100 ./
n. 72- x 44- u.
n. 0 80 ./
u. ~ .'-./
65- x 40. ",';/
. 0 2 60 ...~
>
w w 50 ./
'" SeeK 36-
'" 40 ./
a: a: ./
~ <l ./
:J: 30 ./
z 0
<l 50. x 31- '" ./
n. o ./
'" ./ 20
HW SCALE ENTRANCE
w /' 0' TYPE
t:! 43-.27-
'" ./
./ /I) Headwoll
./ 10
:i ./ 12, Mitered 10 conform
U ./ 8 tOlloPI
0 /36.x 22- (3, ~'oj'cfing
ll: 6
..
0 5
z
;! 4
" To IoIst .col. (2) or (31 proJ.ct
29- Jt IS- 3 llorizontoll,'olcolllll,thtn
use .troi;htlnclintdllntthrouljIh
D and Q Icol.., or ~'''r'' as
25- J. 16- 2 .. IlIut'ralld.
22- .13-
1,0
.8
.
,6
,5
'li' ADDITIONAL SIZES NOT DIMENSIONED ARE
LISTED IN FABRICATOR'S CATALOG
IS- xII-
BUREAU OF PUBLIC ftOAOS JAN. 1963
'.
214
(I)
4
.- (2)
.-4 (3)-
3 r4
3
f-3
2
2 2
r 1.5
1.5 1.5
.L --- ----
~ 1.0
1.0
;0 1.0
:J: ,9
f- .9
w
'" .9_
a:
f- .6 t- .8
u.
0
'" ,8
::;
a: ,7
w ,7
....
z .7-
-
:J:
....
n. .6
w ,6
Cl ,6
a:
w
....
<l
;0
0
<l ,5
w ,5 ,5
:J:
,4 ,4 ,4
1 L ,35
.35 l .35
L-o
~'J
I
{
~
'.
o
CHART 37
2.0
I.B
'. ....., !:::='
r- .....
'. i.--' -' V
". .....- ./ ,
k::: ::::::' V
...-: ,.. V
". / ,.. V
# , /' ,/
~ , 1/
/
/ 'l V V de CANNOT EXCEED TOP OF PIPE
/, V /'
II- / V
/ /
J. / ./ ..
.
Ij
'I' 31"2f
IJ 29-.JS-
25', 16'-'
10
20 30 40
DISCHARGE- Q - CFS
50
60
I- 1.6
'"
'"
...
.
'au 1.4
.
:z:
I-
11. 1.2
'"
Q
...J
c( 1.0
..,
l-
ll::
.., O.B
0.6
0.4
o
.
3.4
3.2
3.0
I- 2.B
'"
~ 2.6
.
-oU 2.4
,
:z: 2.2
l-
ll. 2.0
'"
o 1.8
-- -!--
". V I
..... i::::=='
...-: i/
~ ~ V
.A
,.. ~ % ;/'
...-: V/ /
I.v:: 7/ % '"
~ V/ ij de CANNOT EXCEED TOP OF PIPE
/, ~ ~
I ~ {/
~72" 44'
6S.x40.
~.B" 36"
O.Jl'31~-'
l:4~3"*7t
20
140
60
BO 100 120 140 160 IBO 200 220 24C
DISCHARGE-Q -CFS
...J
ct 1,6
..,
j: 1.4
ir
.., 1.2
1.0
O,B
0.6
o
\.
BUREAU OF PU8L1C ROADS
JAN. 1964
\
CRITICAL DE PTH
STANDARD C.M, PIPE-ARCP
217
~'-
.
300
200
100
90
SO
70
80
50 :l:
<.:>
0:
""
Ul 40__ I
... O..~O~
<.:>
:;; a.
30 ...
'0 0
'" UJ
'" Ul
0: a:
"" 20
:l: )(
. <.:> ::z
Ul
C ""
a.
Ul
UJ
N
Ul
10
9
S
7
6
5
4
3
2
~I
72"X44'
65'X40"
5S"X36'
~
.'~~'-........_/
--..:..::
"SO.X31-
43'X27'
36"X22'
29"XI8"
25'XI6"
BUREAU OF PUBL Ie ROADS JAN. 1963
'.
. ..,.... .-.
c
CHART 39
~"I 7 .::"_l.~,""
SUBMERGED OUTLET CULVERT FLOWING FULL
..
!!! ~
'" '"
'" ~
~
>-
For OIltl,t Crown nol IUbm,rllld. comput, HW by
",.'l'lodl d"Crib'd if! th, delill" procedure
o
'''',j' 0
o ~
',j'
o
+ 'oS>
.
~.--'
<",
~G'
,;0.
,00 oS-
-;:
'"
--~.-
.,0
---
/
_/
....-.--
--- ~"'PLE
Sl;:~ ----..0........
., s~~
Se '-........
""
{.~ ~OO
'..~
..~
500
HEAD FOR
STANDARD C. M, PIPE-ARCH CULVERTS
FLOWING FULL
n =0,024
(
219
."- . - .__.._------~-~
"
.4
.5
.6
....
'" .7
'"
... .S
:;; .9
:l: 1.0
0
""
'"
:l:
H./.7
-
2
300
3
400
4
500 5
6
7
8
9
10
~1J
.
.
'.
"
NORTHERLY fl. SOUTHERLY
Rbi! 2., h-l T
~ I.~' ~
~.n '.-2X. 1, ...' ~. .-1J(
....,~' '-"ffi-;::j <~~~
L "'t S\' onos) .
Proposed 0.30' A.c. PCMlmftlt a: ROUGH CRADING UNE .
0.157' A.a. CI. 0 _/primecoat
TYPICAL SECTION N.".
SANTIAGO ROAD
T.L - I1D{1f - VALlE 40)
A.a CLASS D BASE-O.6,]", ~ PAVINC_O.JQ'
PER CITY OF TEIIECULA STD, NO, 102
I,
9
.
.
.
****************************************************************************
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-96 Advanced Engineering Software (aes)
Ver, 6,1 Release Date: 01/01/96 License ID 1239
Analysis prepared by:
Hunsaker & Associates Irvine, Inc.
Inland Empire Region
2900 Adams Street, Suite A-IS
Riverside CA 92504 (909) 352-7200
---------------------------------------------------T,------------------------
TIME/DATE OF STUDY: 16:20
7/26/1999
============================================================================
************************** DESCRIPTION OF STUDY **************************
* TRACT MAP NUMBER 23513 , W,O,1635-23513 *
* SANTIAGO ROAD STREET CAPACITY *
*
**************************************************************************
****************************************************************************
>>>>STREETFLOW MODEL INPUT INFORMATION<<<<
----------------------------------------------------------------------------
CONSTANT STREET GRADE (FEET/FEET) = ,040000
CONSTANT STREET FLOW(CFS) = 29,10
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = ,015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 30.00
INTERIOR STREET CROSSFALL(DECIMAL) = ,020000
OUTSIDE STREET CROSSFALL(DECIMAL) = ,083300
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = ,50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2,00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = ,03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = ,16600
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
============================================================================
STREET FLOW MODEL RESULTS:
------------------------------------------
NOTE: STREET FLOW EXCEEDS TOP OF CURB,
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL,
THAT IS. ALL FLOW ALONG THE PARKWAY, ETC, , IS NEGLECTED,
STREET FLOW DEPTH(FEET) = .56 O.K WATER SURFACE WILL NOT EXCEED
R/W ELEVATION
HALF STREET FLOOD WIDTH(FEET) = 20,28
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.76
PRODUCT OF DEPTH&VELOCITY = 3.81
============================================================================
'.
*
/~
YJ
.
HYDROLOGY MAPS
..
.
~~
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