HomeMy WebLinkAboutTract Map 32355 Parcel 12 Hydrology Study~
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HYDROLOGYSTUDY
FOR
RORIPAUGH RANCH
PA 12
TRACT 32355
IN TH~
CITY OF TEMECULA
Prepared for:
KB HOME
26201 Ynez Road, Suite 104
Temecula, California 92591
(951)587-3391
Prepared by:
SB&O, INC.
27715 Jefferson Avenue, Suite 201
Temecula, California 92590
(951)693-3310
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DANIEL O'ROURKE, PE 47677
XP. 12/31 /07
July 20, 2006
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TABLE OF CONT~NTS
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' VICINITY MAP
I SECTION 1
DESIG
-
N METHOD
'
SECTION 2- RATIONAL METHOD - AREA HYDROLOGY
' CALCULATIONS
' BACK COVER - EXHIBIT "A" - HYDROLOGY MAP
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NOT TO SCALE
THOMAS BROTHERS 2005 ED/T/ON
PAGE 929, E-7
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3
SECTION 1
DPSIGN METHOD
Riverside County Flood Control Rational Method Program and Hydrology Manual was used in
the
preparation of this study. The following plates from the manual are attached for reference.
1. Plate D-3 "Time of Concentration for Intial Subarea"
Development Level "K" for Undeveloped Poor Cover was applied in
this study. _
2. Plate D-4.1 "Standard Intensity - Duration Curves Data"
For Temecula
3. Plate D-5.4 "Runoff Coefficient Curves - Soil Group D"
4. 1'late C-1.53 Hydrology Soils Group Map grid "Bachelor Mtn".
Note: additional hydrological information for the existing condition is contained in the Drainage
Study for the CFD and Village Core Portion of Roripaugh Ranch in the City of Temewla by
David Evans & Associates, Inc. Dated October 28, 2003.
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1000
900
800
700
600
500
m
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v ~ 350
0
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c
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~ F-
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100
90
80
70
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~ 19
IB
F 17
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7
6
5
LIMITATIONS:
I. Maximum lengTh =1000~
2. Maximum area = 10 ACres
a
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P a g 300
~ > _ 200
c
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Good Cover m 2
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Fair Cover ,
6
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Poor Cover o .2
Single Family
(I/4 Acre)
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L-~ti Tc -K -Tc~
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EXAMPLE; E
F=
(I) L=550~, H=5.0; K= Singie Family(I/4 Ac.) 35
Devebpmenf , Tc = 12.6 min.
(2) L=550~, H=5.0~, K= Commercial 40
~eve~opment , Tc = 9.7 min.
Reference: Bibliography item No. 35.
PLATE D-3
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RUNOFF COEFFICIENT CURVES ~~
SOIL GROIJ~-D
COVER TYPE-URBAN LAIdDSCAPING
' ' AMC-II
(RImdOFF INDEX PIUMBER 75)
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RIVERSIDE. COUNTY FLOOD CONTROL~~''
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WATER CONSERVATION DISTRICT ~
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~T ~~.9.`^ate'RO~.K.~ ~ytl~ ~ kppp`;~~ ~;~i ~;', ;r~; ~_.,,~}~-~.'~., ~- 100-YEAR-I-HOUft ~ .
* 4 I! `M1AYAL n~1~ ~ f '.~J ~`-. ~~ll ~~ F 1 /~n~` . .
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.P~ATE D-4.4 Gl
SECTION 2
RATIONAL METHOD
AREA HYDROLOGY CALCULATIONS
~~
1
Basins A through D
' Riverside County Rational Hydrology Program
' CIVILCADD/CIVILDESSGN Engineering Software,(c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 07/20/06 File:pal2r.out
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`******** Hydrology Study Control Information **********
' English (in-lb) Units used in input data file
'
'' -- -----------------------
----- --------
SB&0, Inc., Rancho Cucamonga, California - S/N 714
----------------
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-------------------- ----
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
, 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
' Standard intensity-duration curves data (Plate D-n.l)
For the [ Murrieta,Tmc,Rnch CaNorco ] 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
1 +++++
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
'
Initial area flow distance = 270.000(Ft.)
Top (of initial area) elevation = 243.400(Ft.)
Bottom (of initial area) elevation = 237 S00(Ft.)
' Difference in elevation = 5.900(Ft.)
Slope = 0.02185 s(percent)= 2.19
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
' Initial area time of concentration = 7.462 min.
Rainfall intensity = 4.091(In/Hr) for a 100.0 year storm
CONDOMZNIUM subarea type
Runoff Coefficient = 0.869
, Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
' Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) 75.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 3.911(CFS)
' Total initial stream area = 1.100(AC.)
Pervious area fraction = 0.350
, ++++++++++++++++++~F+++++++++++++++++++++++++++++++++++++++++++++++++++
~~
~1
' Process from Point/Station 2.000 to Point/Station 3.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
' Top of street segment elevation = 237.500(Ft.)
End of street segment elevation = 222.700(Ft.)
Length of street segment = 240.000(Ft.)
' Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft
)
.
Distance from crown to crossfall grade break - 0.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
' Street flow is on [2] side(s) of the street
Distance from curb to property line = 5.500(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 = 5.867(CFS)
Depth of flow = 0.267(Ft.), Average velocity = 4.749(Ft/s)
Streetflow hydraulics at midpoint of street travel:
' Halfstreet flow width = 7.007(Ft.)
Flow velocity = 4.75(Ft/s)
Travel time = 0.84 min. TC = 8.30 min.
Adding area flow to street
' CONDOMINIUM subarea type
Runoff Coefficient = 0.867
Decimal fraction soil group A= 0.000
' Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.350; Zmpervious fraction = 0.650
' Rain£all intensity = 3.858(In/Hr) for a 100.0 year storm
Subarea runoff = 3.681(CFS) for 1.100(AC.)
Total runofP = 7.592(CFS) Total area = 2.200(Ac.)
Street flow at end of street = 7.592(CFS)
' Half street flow at end of street = 3.796(CFS)
Depth of flow = 0.285(Ft.), Average velocity = 5.012(Ft/s)
Flow width (from curb towards crown)= 7.942(Ft.)
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Stati
on 4
000
' .
.
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **`*
~rop or street segment elevation = 222.700(Ft.)
' End of street segment elevation = 21II.800(Ft.)
Length of street segment = 65.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
i' Distance from crown to crossfall grade break = 0.500(Ft
Slope from gutter to grade break (v/hz) = 0
020
.
Slope from grade break to crown (v/hz) = 0.020
' Street flow is on [2] side(s) of the street
~~ Distance from curb to property line = 5.500(Ft.)
' Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Pt.)
Gutter hike from flowline = 2.OD0(In.)
' Manning's N in gutter = 0.0150
' ~2
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 oP street = 7.765(CFS)
Depth of Plow = 0.288(Ft.), Average velocity = 4.983(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.078(Ft.)
Flow velocity = 4.98(Ft/s)
Travel time = 0.22 min. TC = 8.52 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.867
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.350; Impervious fraction = 0
Rainfall intensity = 3.803(In/Hr) for a 100.0 year
Subarea runoff = 0.330(CFS) for 0.100(Ac.)
Total runoff = 7.922(CFS) Total area = 2.
Street flow at end of street = 7.922(CFS)
Half street flow at end of street = 3.961(CFS)
D th f f
650
storm
300(Ac
ep _ 0 1ow = 0.290(Ft.), Average velocity = 5.004(Ft/s)
Flow width (from curb towards crown)= 8.154(Ft.)
++}++++}++++}}}}}++}+}++}}+++}++++}}++}}+}}++}}}+++}i~+}}-F}+}}+}}+++f++
Process from Point/Station 4.000 to Point/Station 4.000
""* CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.300(Ac.)
Runoff £rom this stream = 7.922(CFS)
Time of concentratioa = 8.52 min.
Rainfall intensity = 3.803(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 8.000
*'** INITIAL AREA EVALUATION ****
Initial area flow distance = 205.000(Ft.)
' Top (of initial area) elevation = 244.600(Ft.)
Bottom (of initial area) elevation = 238.400(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.03024 s(percent)= 3.02
' TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Znitial area time of concentration = 6.263 min.
Rainfall intensity = 4.505(In/Hr) for a 100.0 year storm
, CONDOMINIUM subarea type
Runoff Coefficient = 0.672
Decimal fraction soil group A= 0.000
, Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
' Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 1.571(CFS)
Total initial stream area = 0.400(Ac.)
Pervious area £raction = 0.350
'
' `3
i~
~ +
++++++++++~++++++++~+++
++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.000 to Point/Station 4.000
***'
' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITZON ****
Top of street segment elevation = 238.400(Ft.)
' snd of street segnent elevation = 218.800(Ft.)
Length of street segment = 235.000(Ft
)
.
Height of curb above gutter flowline - 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
' Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v/hz) = 0
020
.
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2J side(s) of the street
Distance from curb to property line = 5.500(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 = 3.338(CFS)
' Depth of flow = 0.220(Ft.), Average velocity = 4.873(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.646(Ft.)
Flow velocity = 4.87(Ft/s)
' Travel time = 0.80 min. TC = 7.07 min.
Adding area flow to street
CONDOMINIUM subarea type
' Runoff Coefficient = 0.870
Decimal.fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
' RI index for soil(AMC 2) 75.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.216(In/Hr) Por a 100.0 year storm
Subarea runoff = 3.301(CFS) for 0.9D0(AC.)
' Total runoff = 4.871(CFS) Total area = 1.300(AC.)
Street flow at end of street = 4.871(CFS)
Half street flow at end of street = 2.436(CFS)
' Depth of flow = 0.244(Ft.), Average velocity = 5.176(Ft/s)
Flow width (from curb towards crown)= 5.865(Ft.)
, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++i~+++++++++++++
Process from Point/Station 4.000 to PoinL/Station 4
000
.
~'*` CONFLUENCE OF MINOR STAEAMS ****
'
'
'
t~tong Main Stream number: 1 in normal stream number 2
Stream flow area = 1.300(Ac.)
Runoff. from this stream = 4.871(CFS)
Time of concentration = 7.07 min.
Rainfall intensity = 4.216(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min)
(In/Hr)
' 1 7.922
8.52
3.803
' l~
li '
li ' 2 4.871 7.07 4.216
Largest stream flow has longer time of concentration
QP = 7.922 + sum of
, Qb Ia/Ib
4.871 * 0.902 = 4.395
QP = 12.317
Total of 2 streams to confluence:
Flow rates before confluence point:
7.922 4.871
' Area of streams before confluence:
2.300 1.300
Results of confluence:
Total flow rate = 12.317(CFS)
Time of concentration = 8.522 min.
' Effective stream area after confluence = 3.600(Ac.)
'
'
1
'
'
1
,
'
'
CI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
***~ STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *""**
rop oi screet segment elevation = 218.800(Ft.) ~
End of street segment elevation = 216.200(Ft.)
Length of street segment = 270.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 0. 500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street f.low is on [2] side(s) of the street
Distance from curb to property line = 5.500(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 = 14.541(CFS)
Depth of flow = 0.438(Ft.), Average velocity = 2 .855(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.557(Ft.)
Flow velocity = 2.85(Ft/s)
Travel time = 1.58 min. TC = 10.10 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.864
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 3.464(In/Hr) for a 100.0 year storm
Subarea runoff = 3.892(CFS) for 1.300(AC.)
Total runoff = 16.209(CFS) Total area = 4.900(AC
Street flow at end of street = 16.209(CFS) .
Half street flow at end of street = 8.104(CFS)
Depth of flow = 0.452(Ft.), Average velocity = 2. 931(Ft/s)
Flow width (from curb towards crown)= 16.244(Ft.)
1 ~~'
'
I11
~l
'
I 1
'
'
,
'
~
'
'
1
+++++++++++++++++T+++++++++++++++++++++++++,+++++++++~++++~++~+++++~++
Process from Point/Station 5.000 to Point/Station 6.000
"*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
-~r ~~ 5~~cc~ segmenc elevation = 216.200(Ft.)
End of street segment elevaLion = 215.300(Ft.)
Length of street segment = 115.000(Ft.)
Height o£ curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 0. 500(Ft
)
Slope from gutter to grade break (v/hz) = 0.020 .
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 5.500(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 = 16.705(CFS)
Depth oL flow = 0.469(Ft.), Average velocity = 2 .729(Pt/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.127(Ft.)
Flow velocity = 2.73(Ft/s)
Travel time = 0.70 min. TC = 10.80 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= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI iadex for soil(AMC 2) = 75.00
Pervious area fraction = 0.350; Impervious fraction = 0
650
Rainfall intensity = 3.338(In/Hr) for a 100.0 .
year storm
Subarea runoff = 0.864(CFS) for 0.300(AC.)
Total runoff = 17.073(CFS) Total area = 5.200(Ac
Street flow at end of street = 17.073(CFS) .
~
Half street flow at end of street = 8.537(CFS)
Depth of flow = 0.472(Ft.), Average velocity = 2. 744(Ft/s)
Flow width (from curb towards crown)= 17.275(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 6.000
*`** CONFLUENCE OF MINOR STREAMS ****
^~~~~y ~•,al~~ ~~ream number: 1 in normal stream number 1
Stream flow area = 5.200(Ac.)
Runoff from this stream = 17.073(CFS)
Time of concentration = 10.80 min.
Rainfall intensity = 3.338(In/Hr)
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17.000 to Point/Station 9.000
~*'* INITIAL AREA EVALUATION ****
'
liii~zai area Llow distance = 260.000(Ft.)
' ~~
Top (of initial area) elevation = 240.500(Ft.)
Bottom (of initial area) elevation = 232.200(Ft.)
Difference in elevation = 8.300(Ft.)
Slope = 0.03192 s(percent)= 3.19
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.813 min.
Rainfall intensity = 4.301(In/Hr) for a 100.0 year storm
CONDOMINI
UM subarea type
Runoff Coefficient = 0.870
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= L 000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 3.370(CFS)
Total initial stream area = 0.900(AC.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station 6.000
'~'*` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 232.200(Ft.)
End of street segment elevation = 215.300(Ft.)
Length of street segment = 460.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 0. 500(Ft
)
Slope from gutter to grade break (v/hz) = 0.020 .
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 5.500(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning~s N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.365(CFS)
Depth of flow = 0.292(Ft.), Average velocity = 3 .938(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.255(Ft.)
Flow velocity = 3.94(Ft/s)
Travel time = 1.95 min. TC = 8.76 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.867
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2j = 75.00
Pervious area fraction = 0.350; Impervious fraction = 0
650
Rainfall intensity = 3.746(In/Hr) for a 100.0 .
year storm
Subarea runoff = 5.194(CFS) for 1.600(Ac.)
Total runoff = 8.563(CFS) Total area = 2.500(Ac
Street flow at end of street = 8.563(CFS) .
Half street flow at end o£ street = 4.2F32(CFS)
Depth of flow = 0.315(Ft.), Average velocity = 4. 206(Ft/s)
`~
il
' Flow width (from curb towards crown)= 9.441(Ft.)
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 6.000
*~** CONFLUENCE OF MINOR STREAMS ****
' Along Main Stream number: 1 in normal stream number 2
Stream floca area = 2.500(AC.)
Runoff from this stream = 8.563(CFS)
Time of concentration = 8.76 min.
~' Rainfall intensity = 3.746(In/Hr)
Summary of stream data:
' Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
' 1 17.073 10.80
2 8.563 8.76 3.338
3.746
Largest stream flow has longer time of concentration
Qp = 17.073 + sum of
Qb Ia/Ib
' 8.563 * 0.891 = 7.632
Qp = 24.705
Total of 2 streams to confluence:
' Flow rates before confluence point:
17.073 8.563
Area of streams before confluence:
, 5.200 2.500
Results of confluence:
Tota1 flow rate = 24.705(CFS)
' Time of. concentration = 10.800 min.
Effective stream area after confluence
= 7.700(AC
)
.
+++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++
' Process from Point/Station 6.000 to Point/Station 7.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 215.300(Ft.)
' End of street segment elevation = 213.600(Ft.)
Length of street segment = 210.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
' Distance from crown to crossfall grade break 0. 500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (2] side(s) of the street
, Distance from curb to property line 5.500(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 floo~ rate at midpoint of street =
26.630(CFS)
Depth of flow = 0.533(Ft.), Average velocity = 3 .147(Ft/s)
Warning: depth of flow exceeds top of curb
' Note: depth of flow exceeds top of street crown.
' ~~
'
' Distance that curb overflow reaches into property = 1.66(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.15(Ft/s)
' Travel time = 1.ll min. TC = 11.91 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.861
' Decimal fraction soil group A= 0.000
Decimal fraction soil group S= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
' RZ index for soil(AMC 2) 75.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 3.163(In/Hr) for a 100.0 year storm
' Subarea runoff = 3.269(CFS) for 1.200(AC.)
Total runoff = 27.974(CFS) Total area = 8.900(AC.)
Street flow at end of street = 27.974(CFS)
' Half street flow at end of street = 13.987(CFS)
Depth of flow = 0.541(Ft.), Average velocity = 3.
184(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
' Distance that curb overflow reaches into property =
Flow width (from curb towards crown)= 18
000(Ft
) 2.07(Ft.)
.
.
+++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++i~+++++++++++
' Process from Point/Station 7.000 to Point/Stat ion 7.000
**** CONFLUENCS OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number. 1
Stream flow area = 8.900(~c.)
Runoff from this stream = 27.974(CFS)
Time of concentration = 11.91 min.
Rainfall intensity = 3.163(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 10.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 244.600(Ft.)
aottom (of initial area) elevation = 243.600(Ft.
Difference in elevation = 1.000(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation~change)]^0.2
Initial area time of concentration = 5.864 min.
Rainfall intensity = 4.671(In/Hr) for a 100
CONDOMINIUM subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
0 year storm
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 1.223(CFS)
Total initial stream area = 0.300(Ac.)
`\
i~
~
'
'
I 1
~I
~
1
'
LJ
1
'
'
'
C~
1
'
1
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 13.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 243.600(Ft.)
End of street segment elevation = 238.800(Ft.)
Length of street segnent = 190.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 0. 500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
S1ope 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 = 5.500(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 = 2.038(CFS)
Depth of flow = 0.226(Ft.), Average velocity = 2 .721(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.978(Ft.)
Flow velocity = 2.72(Ft/s)
Travel time = 1.16 min. TC = 7.03 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.870
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.228(In/Hr) for a 100.0 year storm
Subarea runoff = 1.472(CFS) for 0.400(AC.)
Total runoff = 2.694(CFS) Total area = 0.700(AC.
Street flow at end of street = 2.694(CFS)
Half street flow at end of street = 1.347(CFS)
Depth of flow = 0.244(Ft.), Average velocity = 2. 851(Ft/s)
Flow width (from curb towards crown)= 5.881(Ft.)
+++++++++~++++++++++++++++++++++++++++++++++++~~++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 13.000
*'** SUBAREA FLOW ADDITION ****
uivur;vr:LUYt;ll (poor cover) subarea
Runoff Coefficient = 0.866
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 89.00
Pervious area fraction = 1.000; Impervious fraction = 0_000
Time of concentration = 7.03 min.
Rainfall intensity = 4.228(In/Hr) for a 100.0 year storm
' ~
1
'
'
, Subarea runoff = 1.831(CFS) for 0.500(AC.)
Total runoff = 4.526(CFS) Total area = 1.200(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 7.000
'*** STREET FLOW TRAVEL TIME + SUHAREA FLOW ADDITION ****
Top of street segment elevation = 238.800(Ft.)
End of street segment elevation = 213.600(Ft.)
' Length o£ street segment = 1030.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) - 18.000(Ft.)
Distance from crown to crossfall grade break = O.SDO(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 = 5.500(Ft.)
I 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
Maaning'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 = 13.389(CFS)
Depth of ilow = 0.376(Ft.), Average velocity = 3.990(Ft/s)
' Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.454(Ft.)
Flow velocity = 3.99(Ft/s)
' Travel time = 4.30 min. TC = ll.33 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.862
' Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
' Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 3.252(In/Hr) for a 100.0 year storm
Subarea runoff = 13.176(CFS) for 4.~00(AC.)
Total runoff = 17.701(CFS) Total area = 5.900(ac.)~
, Street flow at end o£ street = 17.701(CFS)
Ha1f street flow at end of street = 8.851(CFS)
Depth of flow = 0.406(Ft.), Average velocity = 4.265(Ft/s)
' Flow width (from curb towards crown)= 13.960(Ft.)
+++++++++++++++}+++}}}+++++++++++}}++}+i~++++++}+++++++}+}++++++++++}++
' Process from Point/Station 7.000 to Point/Station 7.000
**** CONFLUENCE OF MAIN STREAMS ****
The £ollowing data inside Main Stream is listed:
, In Main Stream number: 2
Stream flow area = 5.900(AC.)
Runoff from this stream = 17.701(CFS)
' Time of concentration = 11.33 min.
Rainfall intensity = 3.252(In/Hr)
Summary of stream data:
, Stream
Flow rate TC
Rainfall Intensity
, ~
1
'
1
'
1
'
', '
'
1
'
'
'
,
'
'
'
'
'
'
No. (CFS) (min)
(In/Hr)
1 27.9~4 11.91 3.163
2 17.701 11.33 3.252
Largest stream flow has longer time of concentration
Qp = 27.974 + sum of
Qb Ia/Ib
17.701 * 0.973 = 17.220
Qp = 45.194
Total of 2 main stre~~s to confluence:
Flow rates before confluence point:
27.974 17.701
Area of streams before confluence:
8.900 5.900
Results of confluence
Total flow rate = 45.194(CFS)
Time of concentration = 11.912 min.
Effective stream area after confluence = 14.II00(AC.)
End of computations, total study area = 14.80 (AC.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.372
Area averaged RI index number = 75.5
~
I '
,
i, 1
'
'
'
1
'
1
1
'
'
'
'
1
'
Basin E
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 07/20/06 File:pal2x.out
-------- -----------------------
" ****`** Hydrology Study Control Information *********'
English (in-lb) Units used in input data file
------------------=---------------------------------
SB&0, Inc., Rancho Cucamonga, 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 = 2
Standard intensity-duration curves data (P1ate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNOrco ] 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/Ar)
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
+++++++++++++++++++++++++++++++++++++++++++++++++++++a-++++++++++++++++
Process from Point/Station 11.000 to Point/Station 14.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 550.000(Ft.)
Top (of initial area) elevation = 285.000(Ft.)
Hottom (of initial area) elevation = 229.000(Ft.)
Difference in elevation = 56.000(Ft.)
Slope = 0.10182 s(percent)= lO.lII
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = ].0.444 min.
Rainfall intensity = 3.401(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.858
Decimal fraction soil group A= 0.000
Decimal fracCion soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 89.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 2.335(CFS)
' Total initial stream area = 0.800(AC.)
Pervious area fraction = 1.000
End of computations, total study area = 0.80 (Ac.)
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