HomeMy WebLinkAboutHydrology and Hydraulics Report Feb. 15, 1999HYDROLOGY AND HYDRAULICS REPORT
FOR
VAIL RANCH - VILLAGE 3
TRACT 28832
IN THE
COUNTY OF RIVERSIDE
Prepared for:
PRESLEY HOMES
15373 Innovation Drive, Suite 380
San Diego, California 92128
(619)451-6300
Prepared by:
SB&O, INC.
9007 Arrow Route, #120
Rancho Cucamonga, California 91730
(909) 948-3450
U
DONALD R. BROOKS, PE 41829
February 15, 1999
xtY.,
Nearest computed pipe diameter = 9.00(Iii.)
Calculated individual pipe flow = 5.120(CFS)
Normal flow depth in pipe = 5.60(In.)
Flow top width inside pipe = 8.73(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.73(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 12.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.940(Ac.)
Runoff from this stream = 5.120(CFS)
Time of concentration = 12.85 min.
Rainfall intensity = 3.035(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1
21.667 17.71
2.544
2
13.254 11.86
3.171
3
5.120 12.85
3.035
Largest stream flow has longer time of concentration
Qp
= 21.667 + sum of
Qb Ia/Ib
13.254 * 0.802 =
10.633
Qb Ia/Ib
5.120 * 0.838 =
4.292
Qp
= 36.592
Total of 3 streams to confluence:
Flow rates before confluence point:
21.667 13.254 5.120
Area of streams before confluence:
9.120 4.800 1.940
Results of confluence:
Total flow rate = 36.592(CFS)
Time of concentration = 17.705 min.
Effective stream area after confluence = 15.860(Ac.)
Process from Point/Station 13.000 to Point/Station. 16.000
.41
Pipe length = 650.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 36.592(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 36.592(CFS)
Normal flow depth in pipe = 25.92(In.) ilY's,
Flow top width inside pipe= 32.33(In.)
Critical Depth= 23.60(In.) 3,t.
Pipe flow velocity = 6.72(Ft/s)
Travel time through pipe = 1.61 min.
Time of concentration (TC) = 19.32 min.
. s.
++++++++++ TAT+++++++++++++++++.H H .++++++++++++++
Process from Point/Station 13.000 to Point/Station 16.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number
Stream flow area = 15.860(Ac.)
Runoff from this stream = 36.592(CFS)
Time of concentration = 19.32 min.
Rainfall intensity = 2.425(hi/Hr)
Process from Point/Station 14.000 to Point/Station 15.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 540.000(Ft.)
Top (of initial area) elevation = 1080.900(Ft.)
Bottom (of initial area) elevation = 1076.480(Ft.)
Difference in elevation = 4.420(Ft.)
Slope = 0.00819 s(percent)= 0.82
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 11.983 min.
Rainfall intensity = 3.153(In/Hr) fora 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.870
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 3) = 80.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff= 5.458(CFS)
Total initial stream area = 1.990(Ac.)
Pervious area fraction = 0.350
Process from Point/Station
15.000 to Point/Station i., 16.000
I
-.T
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.458(CFS)
Nearest computed pipe diameter =si 9.00(In.)
Calculated individual pipe flow = ' `5.458(CFS)
Normal flow depth in pipe = 5.18(In.)
Flow top width inside pipe = 8.90(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.72(Fds)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 12.00 min.
++++++++++++++++F�T++++t+++++++++++-r.+++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 16.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: I in normal stream number 2
Stream flow area = 1.990(Ac.)
Runoff from this stream = 5.458(CFS)
Time of concentration = 12.00 min.
Rainfall intensity = 3.151(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 36.592 19.32 2.425
2 5.458 12.00 3.151
Largest stream flow has longer time of concentration
Qp = 36.592 + sum of
Qb Ia/Ib
5.458 * 0.770 = 4.200
Qp = 40.792
Total of 2 streams to confluence:
Flow rates before confluence point:
36.592 5.458
Area of streams before confluence:
15.860 1.990
Results of confluence:
Total flow rate = 40.792(CFS)
Time of concentration = 19.317 min.
Effective stream area after confluence = 17.850(Ac.)
Process from Point/Station 16.000 to Point/Station ... 18.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
i° ?U streamoint/station elevation'=
- P P ,..•10,65:800(Ft:)�-,--
_____ _
�dcY...
No. of pipes = 1 Required pipe flow = 40.792(CFS)
Nearest computed pipe diameter = 36.00(In.) Y-I'p
Calculated individual pipe flow = 40.792(CFS)
Normal flow depth in pipe= 25.83(In.)
Flow top width inside pipe= 32.42(In.)
Critical Depth= 24.95(In.)
Pipe flow velocity = 7.51(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 19.41 min.
++++++++++++++++++++++++++++++++++++i -+++++++++++++F+++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: I in normal stream number 1
Stream flow area = 17.850(Ac.)
Runoff from this stream = 40.792(CFS)
Time of concentration = 19.41 min.
Rainfall intensity = 2.419(In/Hr)
+++ '� ,++++++++++++++=++++++
Process from Point/Station 17.000 to Point/Station 18.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 530.000(Ft.)
Top (of initial area) elevation = 1078.800(Ft.)
Bottom (of initial area) elevation = 1076.000(Ft.)
Difference in elevation = 2.800(Ft.)
Slope = 0.00528 s(percent)= 0.53
TC = k(0.370)*[(length^3)/(elevation change)]10.2
Initial area time of concentration = 12.982 min.
Rainfall intensity = 3.017(In/Hr) fora 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.869
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 3) = 80.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff= 4.718(CFS)
Total initial stream area = 1.800(Ac.)
Pervious area fraction = 0.350
Process from Point/Station 17.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
Time of concentration = 12.98 min.
Rainfall intensity = 3.017(In/14r)
.5 Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 40.792 19.41 2.419
2 4.718 12.98 3.017
Largest stream flow has longer time of concentration
Qp = 40.792 + sum of
Qb Ia/lb
4.718 " 0.802 = 3.782
Qp = 44.574
Total of 2 streams to confluence:
Flow rates before confluence point:
40.792 4.718
Area of streams before confluence:
17.850 1.800
Results of confluence:
Total flow rate = 44.574(CFS)
Time of concentration = 19.406 min.
Effective stream area after confluence = 19.650(Ac.)
End of computations, total study area = 19.65 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 62.5
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1997 Version 5.0
Rational Hydrology Study Date: 02/12/99 File:53960A.out
TRACT 28832 - PRESLEY HOMES
********* Hydrology Study Control Information **********
English (in -lb) Units used in input data file
SB&O, Inc., San Diego, California - SIN 714
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
rocess fromPoint/Station.1.000 to Point/Station 2.000
EVALUATIONINITIAL AREA
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1105.000(Ft.)
Bottom (of initial area) elevation = 1084.720(Ft.)
Difference in elevation = 20.280(Ft.)
Slope = 0.02028 s(percent)= 2.03
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.788 min.
Rainfall intensity = 2.059(In/Hr) for a 10.0 year storm
CONDOMINIUM subarea type ..
Runoff Coefficient = 0.812
Decimal fractionsoil gr6up A,=0.000.
Decimal fraction s6il,group•B =_0.500
:Decimal fractionsoil 'group C` -.O1.500 j:
.....f�:'' ..11__-�_1G__i-__.__-t__-._T_n nnn:..�?.,'`.f.}.J%):`o�.l«Lc=: p•�•y1<_ait.:,:..`.a '';•. - :.Yi
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 4.865(CFS)
Total initial stream area = 2.910(Ac.)
Pervious area fraction = 0.350
+++++++++ +++++++++i FF++r 1ll1++1 11a
Process from Point/Station 2.000 to Point/Station 3.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1084.720(Ft.)
End of street segment elevation = 1082.260(Ft.)
Length of street segment = 420.000(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 = 14.500(Ft.)
Slope from gutter to grade break (v/hz) =
0.020
Slope from grade break to crown (v/hz) =
0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 5.000(Ft.)
Slope from curb to property line (v/hz) =
0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter= 0.0150
Manning's N from gutter to grade break =
0.0 15 0
Manning's N from grade break to crown =
0.0200
Estimated mean flow rate at midpoint of street = 7.390(CFS)
Depth of flow = 0.390(Ft.), Average velocity = 1.640(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.770(Ft.)
Flow velocity = 1.64(Ft/s)
Travel time = 4.27 min. TC = 17.06 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.801
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 = 0.350; Impervious fraction = 0.650
Rainfall intensity = 1.758(In/IIr) fora 10.0 year storm
Subarea runoff = 4.254(CFS) for 3.020(Ac.)
Total runoff = 9.120(CFS) Total area = 5.930(Ac.)
Street flow at end of street = ' 9.120(CFS)
Half street flow at end of street = 4.560(CFS)
Depth of flow = 0.416(Ft.), Average velocity =
1.726(Ft/s)
.-
a..-�:1..
.e- .e.17 P.. , ...r ...0 t... ... .y..ca...
10
I MR-
yMM1Si]Y.+e
"4+++++++++i-+++++i-+++++++++++i-++rm—r—rr++i—F++++-f-+++++++++++++-H-+++
Process from Point/Station 3.000 to Point/Station 8.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1078.760(Ft.)
Downstream point/station elevation = 1076.600(Ft.)
Pipe length = 15.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.120(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 9.120(CFS)
Normal flow depth in pipe = 7.22(In.)
Flow top width inside pipe= 11.75(In.)
Critical depth could not be calculated.
Pipe flow velocity = 18.48(Ft/s)
Travel time through pipe= 0.01 min.
Time of concentration (TC) = 17.07 min.
Process from Point/Station 3.000 to Point/Station 8.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.930(Ac.)
Runoff from this stream = 9.120(CFS)
Time of concentration = 17.07 min.
Rainfall intensity = 1.757(In/Hr)
++i-+i-i--rT++++++++++++++++++++-F++++++f-�-HT++++
Process from Point/Station 5.000 to Point/Station 6.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation= 1100.100(Ft.)
Bottom (of initial area) elevation = 1084.720(Ft.)
Difference in elevation = 15.380(Ft.)
Slope = 0.01538 s(percent)= 1.54
TC = k(0.370)*((length^3)/(elevation change)]^0.2
Initial area time of concentration= 13.515 min.
Rainfall intensity = 1.998(In/Hr) fora 10.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.810
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 =_-0.350; Impervious fraction = 0.650,
Initial subarea runoff =
Totall initial
'.Pervious area.fraction,= 0:35QS
l;
'i'C 1.
IVi
f.l
•-C4•
+t-Ftp'-Fttt-Fti--'r'rt�r-r�-r�-r�rTT rttttttttti--f--f++ttttt
Process from Point/Station 6.000 to Point/Station 7.000
**** STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1084.720(Ft.)
End of street segment elevation = 1082.300(Ft.)
Length of street segment = 425.000(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 = 14.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 5.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter= 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 4.215(CFS)
Depth of flow = 0.333(Ft.), Average velocity = 1.422(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 11.879(Ft.)
Flow velocity = 1.42(Ft/s)
Travel time = 4.98 min. TC = 18.50 min.
Adding area flow to street
CONDOMINIUM subarea type
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 = 0.350; Impervious fraction = 0.650
Rainfall intensity = 1.681(In/Hr) fora 10.0 year storm
Subarea runoff= 1.570(CFS) for 1.170(Ac.)
Total runoff = 4.839(CFS) Total area = 3.190(Ac.)
Street flow at end of street = 4.839(CFS)
Half street flow at end of street = 2.419(CFS)
Depth of flow = 0.346(Ft.), Average velocity = 1.468(Ft/s)
Flow width (from curb towards crown)= 12.556(Ft.)
Process from Point/Station 7.000 to Point/Station —, ;: 8.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
ilnstream noint/station eledation=:a107R_R00(Ft.l'; t,io-+ ice:.," ' ' i •" , :ia; t
... rvaNi.:d.N._Y�S. �..v: i <. ,::+J.+Cer;•4;:;:ix'n=x.. - _. <.,
No. of pipes = 1 Required pipe flow = 4.839(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 4.839(CFS)
Normal flow depth in pipe = 7.27(In.)
Flow top width inside pipe= 7.10(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.66(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 18.53 min.
++++++++++++++++++++++++H H H R H i++++++++++....+++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 8.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.190(Ac.)
Runoff from this stream = 4.839(CFS)
Time of concentration = 18.53 min.
Rainfall intensity = 1.679(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 9.120 17.07 1.757
2 4.839 18.53 1.679
Largest stream flow has longer or shorter time of concentration
Qp = 9.120 + sum of
Qa Tb/Ta
4.839 * 0.921 = 4.457
Qp = 13.577
Total of 2 streams to confluence:
Flow rates before confluence point:
9.120 4.839
Area of streams before confluence:
5.930 3.190
Results of confluence:
Total flow rate = 13.577(CFS)
Time of concentration = 17.069 min.
Effective stream area after confluence = 9.120(Ac.)
Process from Point/Station 8.000 to Point/Station 13.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = , 1076.600(Ft.)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 13.577(CFS)
Normal flow depth in pipe = 13.85(In.)
Flow top width inside pipe = 19.90(In.)
Critical Depth = 16.46(In.)
Pipe flow velocity = 8.07(Ft/s)
Travel time through pipe = 1.37 min.
Time of concentration (TC) = 18.44 min.
;A' Y
LY,ppFk��biy..
++++++rrm!-+++++i-#-+++-I-{--H-+++++-I--r-r+t-r-r-f-i-+H-I-f-+++++++++++
Process from Point/Station 8.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 9.120(Ac.)
Runoff from this stream = 13.577(CFS)
Time of concentration = 18.44 min.
Rainfall intensity = 1.684(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station 10.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 750.000(Ft.)
Top (of initial area) elevation = 1090.300(Ft.)
Bottom (of initial area) elevation = 1077.730(Ft.)
Difference in elevation = 12.570(Ft.)
Slope = 0.01676 s(percent)= 1.68
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.841 min.
Rainfall intensity = 2.148(In/Hr) for a 10.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.815
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 = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 8.400(CFS)
Total initial stream area = 4.800(Ac.)
Pervious area fraction = 0.350
Process from Point/Station 10.000 to Point/Station 13.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) !***
Upstream point/station elevation = 1074.260(Ft.) _> <.; ;;a,.:, ..:, {•v
ilyx;^;.Downstreampoint/stationelevation_
♦ :uifS:➢:�� ;t,; t . mYii•Y•i•w:.w..,c _ aPipe length''0.03NIrS ,Y�,:,1;
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 8.400(CFS)
Normal flow depth in pipe= 6.28(In.)
Flow top width inside pipe= 11.99(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.17(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 11.86 min.
+ + ++++
Process from Point/Station 10.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.800(Ac.)
Runoff from this stream = 8.400(CFS)
Time of concentration= 11.86 min.
Rainfall intensity = 2.146(In/Hr)
+++r i i ! i +-F++ +++++-F+-4-i-+++++++++++++FFA-*-+++
Process from Point/Station 11.000 to Point/Station 12.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance= 610.000(Ft.)
Top (of initial area) elevation = 1082.800(Ft.)
Bottom (of initial area) elevation = 1078.260(Ft.)
Difference in elevation = 4.540(Ft.)
Slope = 0.00744 s(percent)= 0.74
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.823 min.
Rainfall intensity = 2.056(In/Hr) fora 10.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.812
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 = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 3.238(CFS)
Total initial stream area = 1.940(Ac.)
Pervious area fraction = 0.350
Process from Point/Station 12.000 to Point/Station 13.000
**** PIPEFLOW TRAVEL TIME (Program estimated size)
.. Upstream point/station elevation
=Downstream bindstation""';elevation. -1069:500 t: :. r:,
-p-.s.._�.�,.,;.„ (F)_.. �:::c:a'}Lai
25.00 f. lvlanntri s N; �.A.0 13 a;ii = (� a 5(ea+' ya• s,•.
-'7': N?:.;4Z Wn of ninPC ='.1,!R II11rPlI .T1TP i1(1W:=.11 '.FQI i'+tir` `."t;tz"`�'S•tStX�_•?�i'�:1+3e".5
Vit..
cyte �
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow= 3.238(CFS)
Normal flow depth in pipe = 4.22(In.)
Flow top width inside pipe = 8.98(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.90(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 12.85 min.
Process from Point/Station 12.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.940(Ac.)
Runoff from this stream = 3.238(CFS)
Time of concentration = 12.85 min.
Rainfall intensity = 2.054(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1
13.577 18.44
1.684
2
8.400 11.86
2.146
3
3.238 12.85
2.054
Largest stream flow has longer time of concentration
Qp =
13.577 + sum of
Qb Ia/lb
8.400 * 0.784 =
6.589
Qb Ia/Ib
3.238* 0.820=
2.655
Qp =
22.821
Total of 3 streams to confluence:
Flow rates before confluence point:
13.577 8.400 3.238
Area of streams before confluence:
9.120 4.800 1.940
Results of confluence:
Total flow rate = 22.821(CFS)
Time of concentration = 18.442 min.
Effective stream area after confluence = 15.860(Ac.)
Process from Point/Station 13.000 to Point/Station ' 16.000
**** PIPEFLOW-TRAVEL .TIME (Program estimated size) *!**_.` ro- ;> •_ .
[`!vY•'�.... s.. �. Yy_ - ...._... _��.-..if vr....��S�e .f. FI. :. ..a.`�1'u.r ".Y :� i �`'. ~FI �.. 1>.F ....�...-._ ... _. .. .'Y-� _.
•'1-,t
Pipe length = 650.00(Ft.) Manning's N= 0.013 �.
No. of pipes = 1 Required pipe flow = 22.821(CFS) gia'
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 22.821(CFS)
,Normal flow depth in pipe = 21.84(In.)
Flow top width inside pipe = 26.70(In.)
Critical Depth = 19.50(In.)
Pipe flow velocity = ' 5.96(Ft/s)
Travel time through pipe= 1.82 min.
Time of concentration (TC) = 20.26 min.
+++++++++++++++++++++++++H+F++++++++++++++++++++++++++++H-F++++++++++
Process from Point/Station' 13.000 to Point/Station 16.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 15.860(Ac.)
Runoff from this stream = 22.821(CFS)
Time of concentration = 20.26 min.
Rainfall intensity = 1.599(In/Hr)
+i-F-F-{-#--r-mTrTi-+++++ ++++++++++++++++r+r++r++ 1 1 1
Process from Point/Station 14.000 to Point/Station 15.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 540.000(Ft.)
Top (of initial area) elevation = 1080.900(Ft.)
Bottom (of initial area) elevation = 1076.480(Ft.)
Difference in elevation = 4.420(Ft.)
Slope = 0.00819 s(percent)= 0.82
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 11.983 min.
Rainfall intensity = 2.134(In/Hr) fora 10.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.814
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 = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 3.458(CFS)
Total initial stream area = 1.990(Ac.)
Pervious area fraction = 0.350
Process from Point/Station `, : 15.000 to Point/Station _. 16.000. '
§�IV4p'q°^y
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.458(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 3.458(CFS)
Normal flow depth in pipe = 3.96(In.)
Flow top width inside pipe = 8.93(In.)
Critical depth could not be calculated.
Pipe flow velocity = 18.50(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 12.00 min.
?v•e+
... ✓ .. ..ury ..f .ry ..-..Ai'�.t �rerti.w.e
,HT++++++++++++++
Process from Point/Station 15.000 to Point/Station 16.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.990(Ac.)
Runoff from this stream = 3.458(CFS)
Time of concentration= 12.00 min.
Rainfall intensity = 2.133(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 .22.821 20.26 1.599
2 3.458 12.00 2.133
Largest stream flow has longer time of concentration
Qp = 22.821 + sum of
Qb Ia/Ib
3.458 * 0.750 = 2.593
Qp = 25.413
Total of 2 streams to confluence:
Flow rates before confluence point:
22.821 3.458
Area of streams before confluence:
15.860 1.990
Results of confluence:
Total flow rate = 25.413(CFS)
Time of concentration = 20.258 min.
Effective stream area after confluence = 17.850(Ac.)
T
Process from Point/Station 16.000 to Point/Station 18.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
yam. ,t.. •_
No. ofP pipes = 1 Required P'Pe flo+25.413(CFS)
)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 25.413(CFS)
Normal flow depth in pipe = 21.75(In.)
Flow top width inside pipe = 26.79(In.)
Critical Depth = 20.60(In.)
Pipe flow velocity = 6.66(Ft/s)
Travel time through pipe = O.1 Q min.
Time of concentration (TC) = 20.36 min.
♦. ._ CJS•. r> �'�
+++++++++++++++++++++++++++++++++++++++++iH ++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 17.850(Ac.)
Runoff from this stream = 25.413(CFS)
Time of concentration = 20.36 min.
Rainfall intensity = 1.595(In/Hr)
+++++++++++++++++;-;--F-i-++++rte,--r++++ +++++++. H H H H
Process from Point/Station 17.000 to Point/Station 18.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 530.000(Ft.)
Top (of initial area) elevation = 1078.800(Ft.)
Bottom (of initial area) elevation = 1076.000(Ft.)
Difference in elevation = 2.800(Ft.)
Slope = 0.00528 s(percent)= 0.53
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.982 min.
Rainfall intensity = 2.042(In/Hr) fora 10.0 year storm
CONDOMINIUM subarea type
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 = 0.350; Impervious fraction = 0.650
Initial subarea runoff= 2.983(CFS)
Total initial stream area = 1.800(Ac.)
Pervious area fraction = 0.350
+++++++
Process from Point/Station 17.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
{4.
Along Main l
Runoff
r
Time of concentration = 12:98 min: .
Rainfall intensity = 2.042 0
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 25.413 20.36 1.595
2 2.983 12.98 2.042
Largest stream flow has longer time of concentration
Qp = 25.413 + sum of
Qb Ia/Ib
2.983 * 0.781 = 2.329
Qp = 27.742
Total of 2 streams to confluence:
Flow rates before confluence point:
25.413 2.983
Area of streams before confluence:
17.850 1.800
Results of confluence:
Total flow rate = 27.742(CFS)
Time of concentration= 20.358 min.
Effective stream area after confluence = 19.650(Ac.)
End of computations, total study area = 19.65 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 62.5
r
F.. ''^r'C._,... ��e.'.. ... .. •:+`_r:-. .. Y.�' _.,. ,..%:i+'r:_?CF•..�_..._.-__..'.f�FKxY�i�.p?�.'�'. 4i.''�'R-4:��i�rt�WSy ..r,Ly....'.733n,:.1
0
INTRODUCTION
The project site, Vail Ranch - Village 3 (Tract 28832, formerly Tract 23174) is a proposed 152 unit
detached condominium project and is located southeast of the City of Temecula in the County of
Riverside, California, and is bounded by the Temecula Creek to the north, Overland Trail to the
south, Redhawk Parkway to the west, and to the east by Tract 23174-6. The site area being
developed is approximately 21.4 acres.
Tract 23174 is comprised of 4 lots'. Lot 1 is open space adjacent to Redhawk Parkway, lot 2 is the
future swim and tennis club, lot 3 is the proposed development and lot 4 is Paseo Park on the east
end of the property. Present land uses surrounding the property are residential. Existing zoning for
the property is residential.
BACKGROUND HYDROLOGY INFORMATION
This piece of property was leftover from the multi -phase Tract 23174 development. Lot 3 was rough
graded to sheet Flow to the northwest comer where a 30" rcp pipe was installed and connected to the
channel. This existing connection will be used to drain the proposed improvements. There are
existing storm drain facilities in Overland Trail and under Paseo Park which will not be affected by
this development. The design water surface elevation for Temecula Creek for a 100 year storm is
1061.17. This information was taken from the rough grading plans prepared by Ranpac Engineering
Corporation dated August 30, 1991.
METHODOLOGY
Hydrology calculations were performed using the Rational Method in accordance with the County
of Riverside Hydrology Manual dated April 1978, utilizing CIVIL CADD/CIVIL DESIGN software
version 5.1. The RD4412 computer program from Los Angeles County Public Works was used to
analyze pipe flow and calculate water surface elevations (hydraulic grade line).
SUMMARY
After approximating rough catch basin locations based on 2.5 cfs per acre and the street capacities,
street profiles were determined and pad elevations were set. Tributary areas were then determined
(see hydrology map) and the hydrology program was used to calculate Q10 and Q100 for the proposed
development. Refinements were made to the catch basin locations, street profiles and pad elevations
based on the results from the first trial run. After final hydrology runs were made for Q10 and Q100,
catch basins were sized and the hydraulic analysis began. Hydraulic design followed the Los
Angeles County Hydraulic Design Manual. Pipes were sized to meet minimum freeboard
requirements at the catch basins.
Street capacity charts showing the relationship between Q and depth of flow are included near the
end of the report for various street grades. These are used to determine where catch basins are
needed in conformance with Plate A-2 (Flood Protection Criteria) of the hydrology manual. Street
profiles were designed with these locations in mind to make effecient use of them. Since the private
streets do not have a right-of-way, we placed catch basins at the locations where the 100 -year flood
exceeded top of curb, therefore our design has an added factor of safety. At sump locations where
there is a chance of clogging and excessive ponding, we have designed the street profiles such that
there are overflow elevations which are at least V below the pad elevations within the inundation
limits.
The catch basin design sheet shows the calculation for each inlet based on the Q and the allowable
depth of ponding. The formulas are taken from the nomograph (Table 2.6-0651) from the Los
Angeles County Road Department. The nomograph is based on the orifice equation where C equals
0.54.
Drainage areas, pipe line numbers and node numbers corresponding to the hydrology and hydraulic
calculations are shown on the attached Hydrology Map.
J
2
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1997 Version 5.0
Rational Hydrology Study Date: 02/04/99 File:53960.out
TRACT 28832 - PRESLEY HOMES
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in -lb) Units used in input data file
SB&O, Inc., San Diego, California - S/N 714
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 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 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1105.000(Ft.)
Bottom (of initial area) elevation = 1084.720(Ft.)
Difference in elevation = 20.280(Ft.)
Slope = 0.02028 s(percent)= 2.03
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.788 min.
Rainfall intensity = 3.042(In/Hr) fora 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500.,
Decimal fraction soilou C
g? p =
`; ,,y..> -iter :H.;.d; "e� }t_` �LL•,;�•;
Decimalfrachon'soil aroun.D.-,0.000,.-Y„rca.;;�I�,,,.ia
Initial subarea runoff = 7.692(CFS)
Total initial stream area = 2.910(Ac.)
Pervious area fraction = 0.350
Process from Point/Station 2.000 to Point/Station 3.000
**** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1084.720(Ft.)
End of street segment elevation = 1082.260(Ft.)
Length of street segment = 420.000(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 = 14.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 5.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter= 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 11.684(CFS)
Depth of flow = 0.442(Ft.), Average velocity= 1.905(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint, of street travel:
Halfstreet flow width = 16.000(Ft.)
Flow velocity = 1.91(Ft/s)
Travel time = 3.67 min. TC = 16.46 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.865
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 3) = 80.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 2.648(In/Hr) fora 100.0 year storm
Subarea runoff = 6.915(CFS) for 3.020(Ac.)
Total runoff = 14.607(CFS) Total area = 5.930(Ac.)
Street flow at end of street = 14.607(CFS)
Half street flow at end of street = 7.304(CFS)
Depth of flow=. 0.470(Ft.); Average velocity= 2.082(Ft/s)
Note: depth of flow exceeds top of street crown.: ,
11 _Jit /L _L --l- _ _ _I .,! /1/ ,/ \ .
' ` -?$ate :•�`ra„�,=,},'�',: ,�,..,
t++tt'f-+tttttrmr-rtTr-rTT'I-I'tttt+t+tt++t+t++++t+t+tt+++t+++tt+tt+ttt+t++
Process from Point/Sffition 3.000 to Point/Station 8.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1078.760(Ft.)
Downstream point/station elevation = 1076.600(Ft.)
Pipe length = 15.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.607(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 14.607(CFS)
Normal flow depth in pipe = 8.34(In.)
Flow top width inside pipe= 14.91(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.84(Ft/s)
Travel time through pipe= 0.01 min.
Time of concentration (TC) = 16.47 min.
+++++++++++++++++++++1T 1 1 1 1T H 1!11 -i-+++++,,,,,+r+++++++
Process from Point/Station 3.000 to Point/Station 8.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.930(Ac.)
Runoff from this stream = 14.607(CFS)
Time of concentration = 16.47 min.
Rainfall intensity = 2.647(In/Hr)
iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii
Process from Point/Station 5.000 to Point/Station 6.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance= 1000.000(Ft.)
Top (of initial area) elevation= 1100.100(Ft.)
Bottom (of initial area) elevation = 1084.720(Ft.)
Difference in elevation= 15.380(Ft.)
Slope= 0.01538 s(percent)= 1.54
TC = k(0.370)*[(length^3)/(elevation change))^0.2
Initial area time of concentration = 13.515 min.
Rainfall intensity = 2.951(In/Hr) fora 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.868
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 3) = 80.00
Pervious area fraction =.0.350; Impervious fraction =, 0.650
Initial subarea runoff,=z; r 5.174(CFS) . Rs- _ ' x. --
.'Total
Total initial strearn area
''., il`u'.v.� a:A.>^"fV t�9 .. ,�^.' . 'a:� •.p•, '.Z ."i:^.Y \','-^.
.:`.;?i;;•i;,'Perviousareafraction=,, 6J, r�.:.,,•f'.^�n;;:"i'..._.(,,,.-;,,Y.<<i
+++++++++++++TTTTTTTTTTTITTTTTTrTT+'�{�F'1TfTTTTTTZ l'1 11' I : ++�FTTrTTT
Process from Point/Station 6.000 to Point/Station 7.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1084.720(Ft.)
End of street segment elevation = 1082.300(Ft.)
Length of street segment = 425.000(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 = 14.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 5.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 6.673(CFS)
Depth of flow = 0.380(Ft.), Average velocity= 1.584(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.267(Ft.)
Flow velocity = 1.58(Ft/s)
Travel time = 4.47 min. TC = 17.99 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.863
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 3) = 80.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 2.522(In/Hr) fora 100.0 year storm
Subarea runoff = 2.547(CFS) for 1.170(Ac;)
Total runoff = 7.721(CFS) Total area = 3.190(Ac.)
Street flow at end of street = 7.721(CFS)
Half street flow at end of street = 3.861 (CFS)
Depth of flow = 0.397(Ft.), Average velocity= 1.640(Ft/s)
Flow width (from curb towards crown)= 15.110(Ft.)
Process from Point/Station 7.000 to Point/Station .:. 8.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
u ♦ �Y .'I�,•f t au.udRf C _ K' V.
No. of pipes I Required pipe flow = 7.721(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.721(CFS)
Normal flow depth in pipe = 7.62(In.)
Flow top width inside pipe= 11.56(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.69(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 18.02 min.
Process from Point/Station 7.000 to Point/Station 8.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.190(Ac.)
Runoff from this stream = 7.721(CFS)
Time of concentration = 18.02 min.
Rainfall intensity = 2.520(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 14.607 16.47 2.647
2 7.721 18.02 2.520
Largest stream flow has longer or shorter time of concentration
Qp = 14.607:+ sum of
Qa Tb/Ta
7.721 * 0.914 = 7.060
Qp= 21.667
Total of 2 streams to confluence:
Flow rates before confluence point:
14.607 7.721
Area of streams before confluence:
5.930 3.190
Results of confluence:
Total flow rate = 21.667(CFS)
Time of concentration = 16.473 min.
Effective stream area after confluence = 9.120(Ac.)
ii F+++++++++
Process from Point/Station 8.000 to Point/Station 13.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) **** '
•4:t.,:
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 21.667(CFS)
Normal flow depth in pipe = 17.20(In.)
Flow top width inside pipe = 21.63(In.)
Critical Depth= 19.97(In.)
Pipe. flow velocity = 9.00(Ft/s)
Travel time through pipe = 1.23 min. 5
Time of concentration (TC) = 17.71 min.
+++++++++++++H-rr,-,-r+++++++++n,-,Hrrr H ++++++++++++++++++++++++++++++
Process from Point/Station 8.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 9.120(Ac.)
Runoff from this stream = 21.667(CFS)
Time of concentration = 17.71 min.
Rainfall intensity = 2.544(In/Hr)
+++++++++++++++ i -+++++!T . . l++++++++++. H 1 +++++++++++++++++
Process from Point/Station 9.000 to Point/Station 10.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 750.000(Ft.)
Top (of initial area) elevation = 1090.300(Ft.)
Bottom (of initial area) elevation = 1077.730(Ft.)
Difference in elevation = 12.570(Ft.)
Slope = 0.01676 s(percent)= 1.68
TC = k(0.370)*[(length^3)/(elevation change)".2
Initial area time of concentration = 11.841 min.
Rainfall intensity = 3.174(In/Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.870
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 3) = 80.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 13.254(CFS)
Total initial stream area = 4.800(Ac.)
Pervious area fraction = 0.350
Process from Point/Station 10.000 to Point/Station . 13.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation_-,_
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 13.254(CFS)
Normal flow depth in pipe = 8.52(In.)
Flow top width inside pipe = 10.89(In.)
Critical depth could not be calculated.'
Pipe flow velocity = 22.23(Ft/s)
Travel time through pipe = 0.02 mins
Time of concentration (TC) = 11.86 min.
+++++++++++++++++++ 1 1 ++++++++F++++++++++++1i+++ik++-�T+�T+++++
Process from Point/Station 10.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS **** -'
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.800(Ac.)
Runoff from this stream = 13.254(CFS)
Time of concentration= 11.86 min.
Rainfall intensity= 3.171(In/Hr)
Process from Point/Station 11.000 to Point/Station 12.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 610.000(Ft.)
Top (of initial area) elevation = 1082.800(Ft.)
Bottom (of initial area) elevation = 1078.260(Ft.)
Difference in elevation = 4.540(Ft.)
Slope = 0.00744 s(percent)= 0.74
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.823 min.
Rainfall intensity = 3.038(In/Hr) fora 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.869
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 3) = 80.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 5.120(CFS)
Total initial stream area = 1.940(Ac.)
Pervious area fraction = 0.350
Process from Point/Station 12.000 to Point/Station 13.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) **** ) ;'_
� a5am• ':"-z"•' .dpv�F._ �`\F+"'.'.�',�,p-.r.,?h, .. r'�:`,rr ". �� `"L
. .J. .. ...rr 6K'{ •..r.. .. .r.. ..,e✓.f +.. rREPT'aPC/RD4412.1
LA COUNTY PUBLIC C WORKS � STORM DRAIN ANALYSIS
(INPUT) DATE: 02/05/99
PAGE 1•
PROJECT: VAIL RANCH,�VILLAGE 3 (TRACT 28832)
DESIGNER. D. WHITE
CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N
8 1 64.00
2 2 44 6 44.6 70.50 64.75 65 11 0 00 30. 0. 3 0.00 0.00 0.00 i 3 0 0 37. 0. 0. 5.00 0.013
2 3 40.8 40.8 39.17 65.61 65.77 0.00 30. 0. 3 0.00 0.00 0.00 0 0 11 0 0. 55. O. 4.00 0.013
2 4 36 6 36.6 327.29 65.78 67.09 0.00 30. 0. 3 0.00 0.00 0.00 0 0 0 0 0. 0. 0. 4.00 0.013
2 5 36.6 36.6 321.56 67.11 68.39 0.00 30. 0. 3 0.00 0.00 0.00 0 0 12 13 0. 45. 45. 4.00 0.013
2 6 21.7 21.7 330.24 68.41 69.73 0.00 30. 0 3 0.00 0.00 0.00 0 0 0 C 0. 0. O. 4.00 0.013
2 7 21.7 21.7 170.24 70.23 70.91 0.00 24. 0. 3 0.00 0.00 0.00 0 0 0 0 0. 0 0. 0.00 0.013
2 8 21.7 21.7 94.70 70.91 71.29 0.00 24. 0. 3 0.00 0.00 0.00 0 0 0 0 0. 0. 0. 0.00 0.013
2 9 21.7 21.7 63.92 71.29 71.54 0.00 24. 0. 3 0.00 0.00 0.00 0 10 14 0 45. 60. 0. 4.00 0.013
2 30 10.9 10.9 14.10 72.04 78.76 81.76 18. 0. 1 0.00 0.00 0.00 0 0 0 0 0. 0. 0. 0.00 0 013
2 11 5.8 5.8 19.50 67.00 72.98 75.98 18. 0. 1 0.00 0.00 0.00 4 0 0 0 0. 0. 0. 0.00 0.013
2 12 9.3 9.3 22.60 69.50 74.26 77.26 18. 0. 1 0.00 0.00 0.00 6 0 0 0 0. 0. 0. 0.00 0.013
2 13 9.3 9.3 22.60 69.50 74.26 77.26 18. 0. 1 0.00 0.00 0.00 6 0 0 0 0. 0. 0. 0.00 0.013
2 14 10.9 10.9 25.40 72.04 78.80 81.80 18. 0. 1 0.00 0.00 0.00 10 0 0 0 0. 0. 0 0.00 0.013
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LA COUNTY PUBLIC WORKS - '" ";1�' STORM DRAIN ANALYSIS � � -_ -_� -)CREPT: SPC/RD9912 .2 :
.
DATE'
tii 02/05/99
PAGE 1
PROJECT: VAIL RANCH - VILLAGE 3 (TRACT 28832)
DESIGNER: D. WHITE
LINE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW
NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS
1 HYDRAULIC GRADE LINE CONTROL = 64.00
2 44.6 30 0 2.50 2.22 SEAL 0.01182 9.7 9.1 64.75 65 11 66.97 67.95 2.22 2 84 0.00 0.00
X = 19.97 X(N) = 0.00
3 90.8 30 0 2 50 2.14 FULL 0.00989 8.3 8.3 65.61 65.77 68.80 69.19 3 19 3 42 0.00 0.00
4 36.6 30 0 2.50 2.05 FULL 0.00796 7.5 7.5 65.78 67.09 69.54 72.15 3.76 5.06 0.00 0.00
5 36.6 30 0 2.50 2 05 FULL 0.00796 7.5 7.5 67 11 68.39 72.15 74.71 5 04 6 32 0.00 0.00
6 21.7 30 0 1.75 1.58 FULL 0.00280 4.4 4.4 68 41 69 73 75.39 76.31 6 98 6.58 0.00 0.00
7 21.7 24 0 2.00 1.66 FULL 0.00920 6.9 6.9 70.23 70 91 75.90 77.46 5 67 6.55 0.00 0.00
8 21.7 24 0 2.00 1.66 FULL 0.00920 6.9 6.9 70.91 71.29 77.46 78.34 6.55 7.05 0.00 0.00
9 21.7 24 0 2.00 1.66 FULL 0.00920 6.9 6.9 71.29 71.54 78.33 78.92 7.04 7.38 0.00 0.00
10 10.9 18 0 0.39 1.26 SEAL 0.01077 6.2 6.9 72.04 78.76. 79.79 80.02 7.75 1.26 80.75 81.76 HYD JUMP
X = 12.76 X(N) = 0.00 X(J) - 12.76 F(J) = 3.95 D(BJ) = 0.85 D(AJ) = 1.79
4 HYDRAULIC GRAVE LINE CONTROL = 69.36
11 5.8 18 0 0.32 0.93 SEAL 0.00305 3.3 5.1 67.00 72.98 69.36 73.91 2.36 0.93 74.30 75.98 HYD JUMP
X 0.77 X(N) = 0.00 X(J) = 0.77 F(J) = 3.03 D(BJ) = 0.38 D(AJ) = 2 12
6 HYDRAULIC GRADE LINE CONTROL - 75.05
12 9.3 18 0 0.45 1.18 SEAL 0.00784 5.3 6.2 69.50 74.26 75.05 75.44 5.55 1.18 76.04 77.26 HYD JUNP
X.= 18.57 X(N) = 0.00 X(J) = 18.57 F(J) 3.35 D(BJ) 0.75 D(AJ) = 1.77
6 HYDRAULIC GRADE LINE CONTROL - 75.05
13 9.3 18 0 0.45 1.18 SEAL. 0.00784 - 5.3 6.2 .. 69.50-.+74.26'? 75.05 75.44 '• 5.55 :: 1.18 76.04 77.26 HYD JUMP
X ,: 18.57 ;,X(N), =j ..0.00 '�X(J)r=,e:+18 .57.'j F(J):. =;_';' }135'x-D(BJ)+. �?::Z; %g 0.75 r."r D(AJJ:eet :; 1.77 :',:: 4 ,: ':::�,,..Y:"•i; it:p" _
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LA COUNTY PUBLIC WORKS _
STORM.'DRAIN ANALYSISRE
PT:
SPC/RD4412.2
•yi.a:,fµ,
•.
DATE:
02/05/99
PAGE
2
PROJECT: VAIL RANCH - VILLAGE 3 (TRACT 28832)
DESIGNER: D. WHITE
LINE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW
NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS
10 HYDRAULIC GRADE LINE CONTROL 79.36
14 10.9 18 0 0.46 1.26 SEAL 0.01077 6.2 6.9 72 04 78.80 79 36 80.06 7.32 1.26 80.79 61.80 HYD JUMP
X = 20.42 X(N) - 0.00 X(J) 20.42 F(J) = 4.48 D(BJ) 0.75 D(AJ) = 2.09
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V 1, FL I, D 1 AND HG 1 REFER TO DOWNSTREAM END
V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END:,: .�,.y.
.
:
X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION
X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER
X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE k
F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP 4r
D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE)
D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE)
SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART
HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP
HJ 0 UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OE'T3E LINE
HJ 0 DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE
EOJ 2/ 5/1999 9:23
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STREET CAPACITY CHART'- INTERIOR STREETS; '
CURB HEIGHT = 6"
X -SLOPE = 2.0%
32' CURB TO CURB
GUTTER WIDTH
= 1.5'
STREET GRADE
= 0.50%
GUTTER HIKEUP = 0.15'
MANNING'S N = 0.015
DEPTH
FLOW AT
WIDTH
AREA HYD.
RAD. REMARKS
AT CURB
GUTTER
OF FLOW
0.15
0.13
0.0
0.113
0.068
0.16
0.14
0.5
0.130
0.060
0.17
0.16
1.0
0.153
0.057
0.18
0.19
. 1.5
0.180
0.057
0.19
0.22
2.0'410.213
0.058
.
0.20
0.27
2.5
0.250
0.060
0.21
0.32
3.0
0.293
0.062
0.22
0.39
3.5
0.340
0.065
0.23
0.46
4.0
0.393
0.068
0.24
0.55
4.5
0.450
0.072
0.25
0.64
5.0
0.513
0.076
0.26
0.75
5.5
0.580
0.080
0.27
0.88
6.0
0.653
0.084
0.28
1.01
6.5
0.730
0.088
0.29
1.16
7.0
0.813
0.092
0.30
1.33
7.5
0.900
0.097
0.31
1.51
8.0
0.993
0.101
0.32
1.70
8.5
1.090
0.106
0.33
1.92
9.0
1.193
0.110
0.34
2.15
9.5
1.300
0.115
0.35
2.39
10.0
1.413
0.119
0.36
2.66
10.5
1.530
0.124
0.37
2.94
11.0
1.653
0.128 Q 10 approaching catch basin 1
0.38
3.25
11.5
1.780
0.133
0.39
3.57
12.0
1.913
0.138 Q 10 approaching catch basin 2
0.40
3.91
12.5
2.050
0.142
0.41
4.28
13.0
2.193
0.147
0.42
4.66
13.5
2.340
0.152 Q 100 approaching catch basin 1
0.43
5.07
14.0
2.493
0.156
0.44
5.49
14.5
2.650
0.161 Q 100 approaching catch basin 2
0.45
12.11
16.0
5.620
0.171
0.46
13.28
16.0
5.940
0.180
0.47
14.49
16.0
6.260
0.190
0.48
15.74
16.0
6.580
0.200
0.49
17.03
16.0
6.900
0.209
0.50
18.35
16.0
7.220
0.219
TOTAL Q @ NODE
15 = 5.5 cfs (Q 100)
& 3.5 cfs (Q 10) FROM HYDROLOGY PROGRAM
TOTAL Q @ NODES
18 = 4.7 cfs (Q
100) & 3.0 cfs (Q 10) FROM HYDROLOGY PROGRAM
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iY.lY)''41�5''Tu �'}T'�'�r°�},�.'y%.�'h''�'IY.i �i'k`,f •'f��#"�,'').riY'.1•[(._'�1y.��Y'.Sl.'�t.5j��.ii '4�W':t(\. 'iµ""'le�:.Sl1.... ..
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SA.
CURB HEIGHT = 6"
GUTTER WIDTH = 1.5'
GUTTER HIKEUP = 0.15'
fid
X-SLOPE`.'"l
%0%
STREET '="2ET GRADE = 0.50%
MANNING'S N = 0.015
DEPTH FLOW AT WIDTH
AT CURB GUTTER OF FLOW
32' CURB TO CURB
REMARKS
0.15
0.13
0.0
0.113
0.068
0.16
0.14
0.5
0.130
0.060
0.17
0.16
1.0
0.153
0.057
0.18
0.19
1.5
0.180
0.057
0.19
0.22
2.0
0.213
0.058
0.20
0.27
2.5
0.250
0.060
0.21
0.32
3.0
0.293
0.062
0.22
0.39
3.5
0.340
0.065 -
0.23
0.46
4.0
0.393
0.068
0.24
0.55
4.5
0.450
0.072
0.25
0.64
5.0
0.513
0.076
0.26
0.75
5.5
0.580
0.080
0.27
0.88
6.0
0.653
0.084
0.28
1.01
6.5
0.730
0.088 .
0.29
1.16
7.0
0.813
0.092
0.30
1.33
7.5
0.900
0.097
0.31
1.51
8.0
0.993
0.101
0.32
1.70
8.5
1.090
0.106
0.33
1.92
9.0
1.193
0.110
0.34
2.15
9.5
1.300
0.115
0.35
2.39
10.0
1.413
0.119
0.36
2.66
10.5
1.530
0.124
0.37
2.94
11.0
1.653
0.128
0.38
3.25
11.5
1.780
0.133
0.39
3.57
12.0
1.913
0.138
0.40
3.91
12.5
2.050
0.142
0.41
4.28
13.0
2.193
0.147
0.42
4.66
13.5
2.340
0.152
0.43
5.07
14.0
2.493
0.156
0.44
5.49
14.5
2.650
0.161
0.45
12.11
16.0
5.620
0.171 Q 10 approaching catch basins 3 & 4
0.46
13.28
16.0
5.940
0.180
0.47
14.49
16.0
6.260
0.190
0.48
15.74
16.0
6.580
0.200
0.49
17.03
16.0
6.900
0.209
0.50
18.35
16.0
7.220
0.219 Q 100 approaching catch basins 3 & 4
TOTAL Q @ NODES 10 & 12 = 18.3
cfs (Q 100) & 11.6
cfs (Q 10) FROM HYDROLOGY PROGRAM
CURB HEIGHT = 6"
GUTTER WIDTH = 1.5'.
GUTTER HIKEUP = 0.15'
STREET CAPACITY CHART -INTERIORS: BEETS
X -SLOPE = 2.0% 32' CURB TO CURB
STREET GRADE = 0.80%
MANNING'S N = 0.015
DEPTH
FLOW AT
WIDTH
AREA
HYD. RAD
AT CURB
GUTTER
OF FLOW
0.15
0.17
0.0
0.113
0.068
0.16
0.18
0.5 ,^ I
0.130
0.060
0.17
0.20
1.0 '�`,a%:
0.153
0.057
0.18
0.23
1.5
0.180
0.057
0.19
0.28
2.0
0.213
0.058
0.20
0.34
2.5
0.250
0.060
0.21
0.41
3.0
0.293
0.062
0.22
0.49
3.5
0.340
0.065
0.23
0.58
4.0
0.393
0.068
0.24
0.69
4.5
0.450
0.072
0.25
0.81
5.0
0.513
0.076
0.26
0.95
5.5
0.580
0.080
0.27
1.11
6.0
0.653
0.084 .
0.28
1.28
6.5
0.730
0.088
0.29
1.47
7.0
0.813
0.092
0.30
1.68
7.5
0.900
0.097
0.31
1.91
8.0
0.993
0.101
0.32
2.16
8.5
1.090
0.106
0.33
2.43
9.0
1.193
0.110
0.34
2.72
9.5
1.300
0.115
0.35
3.03
10.0
1.413
0.119
0.36
3.36
10.5
1.530
0.124
0.37
3.72
11.0
1.653
0.128
0.38
4.11
11.5
1.780
0.133
0.39
4.52
12.0
1.913
0.138
0.40
4.95
12.5
2.050
0.142
0.41
5.41
13.0
2.193
0.147
0.42
5.90
13.5
2.340
0.152
0.43
6.41
14.0
2.493
0.156
0.44
6.95
14.5
2.650
0.161
0.45
15.32
16.0
5.620
0.171
0.46
16.80
16.0
5.940
0.180
0.47
18.32
16.0
6.260
0.190
0.48
19.90
16.0
6.580
0.200
0.49
21.54
16.0
6.900
0.209
0.50
23.22
16.0
7.220
0.219
S P;
REMARKS
Q 10 approaching catch basins 5 & 6
Q 100 approaching catch basins 5 & 6
TOTAL Q @ NODE 3 & 7 = 21.7 cfs (Q 100) & 13.6 cfs (Q 10) FROM HYDROLOGY PROGRAM
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CATCH BASIN DESIGN
l USE NOMOGRAPH (PLATE 2.6-0651) FOR SUMP CONDITIONS
CATCH BASIN #1
Q100 =4.7 cfs
H = 5” (water allowed to pond to crown) + 4" (local depression) = 9"
h = 8" (actual height of opening)
from nomograph, Q/L = 1.4
L = Q/1.4 = 4.7/1.4 = 3.4'
USE L=4'
CATCH BASIN #2
Q100 = 5.5 cfs
H = 5" (water allowed to pond to crown) + 4" (local depression) = 9"
h = 5.5" (actual height of opening)
from nomograph, Q/L = 1.4
L = Q/1.4 = 5.5/1.4 = 3.9'
USE L = 4'
CATCH BASIN #3 & #4
Q100 = 18.3 cfs (9.2 cfs per catch basin)
H = 6" (water allowed to pond to top of curb) + 4" (local depression) = 10"
h = 5.5" (actual height of opening)
from nomograph, Q/L = 1.55
L = Q/1.55 = 9.2/1.55 = 5.9'
USE L=7.0'
CATCH BASIN #5 & #6
Q100 = 21.7 cfs (10.9 cfs per catch basin)
H = 6" (water allowed to pond to top of curb) + 4" (local depression) = 10"
h = 5.5" (actual height of opening)
from nomograph, Q/L = 1.55
L=Q/1.55=10.9/1.55=7.0' ._
i USE L"= 7.0'
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